CN201896368U - Column foot node of truss-column - Google Patents
Column foot node of truss-column Download PDFInfo
- Publication number
- CN201896368U CN201896368U CN2010206529196U CN201020652919U CN201896368U CN 201896368 U CN201896368 U CN 201896368U CN 2010206529196 U CN2010206529196 U CN 2010206529196U CN 201020652919 U CN201020652919 U CN 201020652919U CN 201896368 U CN201896368 U CN 201896368U
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- China
- Prior art keywords
- flange sheet
- lower flange
- framework post
- column
- foot joint
- 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.)
- Expired - Lifetime
Links
- 230000002787 reinforcement Effects 0.000 claims abstract description 28
- 238000003466 welding Methods 0.000 claims abstract description 5
- 210000003108 foot joint Anatomy 0.000 claims description 28
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 24
- 238000010276 construction Methods 0.000 abstract description 17
- 238000013461 design Methods 0.000 abstract description 5
- 239000000725 suspension Substances 0.000 description 30
- 229910000831 Steel Inorganic materials 0.000 description 16
- 239000010959 steel Substances 0.000 description 16
- 238000009434 installation Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 3
- 239000004020 conductor Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 235000008429 bread Nutrition 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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- Joining Of Building Structures In Genera (AREA)
Abstract
The utility model discloses a column foot node which comprises an anchor bolt and a shear reinforcement as well as a flange, and is characterized in that the flange comprises an upper flange plate and a lower flange plate which are laminated and mutually fixedly connected; the lower flange plate is fixed with the top of a base; and the upper flange plate is fixed with the bottom of a truss-column. When the column foot node is used for construction, the lower flange plate, on which the tensile anchor bolt and the shear reinforcement are welded, is pre-embedded at the top of the base, and the pre-embedding is synchronously accomplished with previous concrete placement of the base; after concrete of the base reaches the requirement of design strength, the truss-column with the upper half part of the column foot node is hoisted to a proper position, an anchor bolt nut is screwed up, the periphery of the outer edge of the upper flange plate is connected with the upper surface of the lower flange plate through fillet weld welding, then the hoisting and the permanent fixing of a truss can be accomplished at one step, the continuous lead stretching and erecting can be immediately performed, and the construction efficiency and safety are improved.
Description
Technical field
The utility model relates to the suspension column of steel work, relates in particular to a kind of foot joint that can improve the framework post of efficiency of construction and working security.
Background technology
The foot joint of framework post is a tie of realizing that internal force transmits between superstructure and the pedestal, and its performance and quality are extremely important for whole engineering.The form of suspension column is according to the characteristics of its power transmission, can be divided into articulated type simply and rigidly connect two kinds on type, the former only transmits axial force and shearing, and the latter can also transmit the moment of flexure that shaft transmits, the type suspension column of rigidly connecting can provide rigid constraint to shaft, reduces the lateral deformation of shaft under the effect of axle power.In present power transformation steel frame design, compare with the articulated type suspension column owing to rigidly connect the type suspension column, have many advantages, so the articulated type suspension column has progressively withdrawed from the arena of history.
Usually, rigidly connect the type suspension column and have exposed suspension column, flush type suspension column and three kinds of forms of outer-enwraped type suspension column.Wherein, exposed suspension column is the suspension column that steel column is fixed on the concrete base seating face, generally adopts more in ordinary steel structure or light section steel structure; The flush type suspension column is that steel column is embedded in suspension column in concrete pedestal or the foundation beam; The outer-enwraped type suspension column be outside the steel column pin bread with the suspension column of steel concrete.
At present, for more new construction, the foot joint of its framework post adopts the connected mode of traditional flush type suspension column comparatively widely.The flush type suspension column is that steel column is embedded in the concrete pedestal with certain depth, and this degree of depth is its bending resistance and rigidly connects the reigning factor of performance that general buried depth mostly is 2-3 times of column section height.The transfer principle of its axial compression is identical with exposed suspension column, moment of flexure and horizontal force are mainly born the pressure on the column section edge of a wing by peripheral concrete pedestal, and axial tension is then mainly passed to whole pedestal by the extension of suspension column base plate to the concrete pressure-bearing effect in its top.It is clear and definite that the loading characteristic of flush type suspension column has determined that the flush type suspension column has a power transmission, rigidly connects the degree height, the advantage that shock resistance is good, and it also has construction advantage comparatively simply and easily, but it is applicable in the concrete big base and uses.And when carrying out back-grouting, because its back-grouting needs certain curing time could form intensity, therefore cause the lifting of steel framework and conductor mounting to carry out at twice, need to have a power failure twice for alteration work, the loss that causes is bigger.
And, under extreme cases such as monolateral backguy, can produce the state of axial tension on the limb post of steel framework, can't produce the necessary frictional force of opposing horizontal force at the bottom of its post and between concrete pedestal, therefore, also shear reinforcement need be set at the bottom of post.As Fig. 1 and shown in Figure 2, exposed suspension column construction technology process according to routine, general earlier crab-bolt 2 ' being embedded in the pedestal 4 ' concrete structure, shear reinforcement 3 ' then is welded under the steel column base plate 1 ' and with steel column and together lifts by crane installation, need be at 1 ' time local area reserved empty position of steel column base plate, carry out back-grouting again after correcting and tamp Deng steel column location, and only remain after back-grouting reaches designing requirement intensity, could remove the locating rack erection system of steel column, influence the efficient of construction undoubtedly.
Therefore, those skilled in the art is devoted to develop a kind of foot joint pattern that does not need to carry out the new framework post of suspension column back-grouting, and, being provided with under the situation of shear reinforcement, its efficiency of construction and safety all can be protected.
The utility model content
Because the above-mentioned defective of prior art, technical problem to be solved in the utility model provides a kind of foot joint pattern that does not need to carry out the new framework post of suspension column back-grouting, and the foot joint of the higher framework post of its efficiency of construction and safety.
For achieving the above object, the utility model provides a kind of foot joint of framework post, it comprises flange, crab-bolt and shear reinforcement, described flange comprises upper flange sheet stacked setting and that be mutually permanently connected and lower flange sheet, and the top of described lower flange sheet and pedestal is fixed, and the flat bottom with the framework post of described upper flange is fixed.
A kind of preferred implementation of the present utility model, described flange fixes by crab-bolt and shear reinforcement and concrete pedestal.
A kind of preferred implementation of the present utility model, described upper flange sheet has a plurality of first anchor hole, and described lower flange sheet has and corresponding a plurality of second anchor hole of described first anchor hole.
A kind of preferred implementation of the present utility model, the area of described upper flange sheet is less than the area of described lower flange sheet.
A kind of preferred implementation of the present utility model, the foot joint of described framework post also comprise the shear reinforcement that is embedded in the pedestal zone line and fixedlys connected with described lower flange sheet.
A kind of preferred implementation of the present utility model, described shear reinforcement are fixedly attached to described lower flange sheet.
A kind of preferred implementation of the present utility model, the area of described upper flange sheet is less than the area of described lower flange sheet.
A kind of preferred implementation of the utility model, described upper flange sheet and lower flange sheet are annular concentric, and the outer radius of described upper flange sheet is less than the outer radius of described lower flange sheet, the inside radius of described upper flange sheet is greater than the inside radius of described lower flange sheet.
Fixedly connected with the upper surface of described lower flange sheet by welding around a kind of preferred implementation of the present utility model, the outer rim of described upper flange sheet.
The foot joint of the framework post that the utility model provides combines the characteristics of traditional exposed suspension column and outer-enwraped type suspension column, and on pedestal, be provided with the form of load bearing seat and flange, do not need to carry out the foot joint pattern of the new framework post of suspension column back-grouting, can make the lifting and conductor mounting one subsynchronous the finishing of framework.
And the flange that the utility model provides has the structure of stacked upper flange sheet and lower flange sheet, therefore in needs increase shear reinforcement, being different from traditional employing is welded on shear reinforcement under the framework column base plate and with the framework post and together lifts by crane installation, treat that framework post location carries out back-grouting again after correcting and tamp, and only remain after back-grouting reaches designing requirement intensity, could remove the locating rack erection system of framework post, the efficient of its construction and safety are all lower, the utility model only needs shear reinforcement is connected to described lower flange sheet, when construction, with described shear reinforcement together with anchor bolt preburied among pedestal, and described upper flange sheet is soldered to the installation of promptly having finished shear reinforcement with described lower flange sheet, its efficiency of construction and working security all are improved.
Be described further below with reference to the technique effect of accompanying drawing, to understand the purpose of this utility model, feature and effect fully design of the present utility model, concrete structure and generation.
Description of drawings
Fig. 1 is the floor map of the foot joint of framework post in the prior art;
Fig. 2 is the generalized section of A-A direction among Fig. 1;
Fig. 3 is the floor map of a kind of embodiment of foot joint of the framework post that provides of the utility model;
Fig. 4 is the generalized section of B-B direction among Fig. 3.
The specific embodiment
According to an embodiment of the present utility model, as Fig. 3 and shown in Figure 4, the foot joint of this framework post comprises the load bearing seat 5 that exceeds pedestal 4 and be provided with, it also comprises flange 1, described flange 1 comprises upper flange sheet 11 stacked setting and that be mutually permanently connected and lower flange sheet 12, and described lower flange sheet 12 is fixed with the top of described load bearing seat 5, and described upper flange sheet 11 is fixed with the bottom of framework post.
In concrete implementation process, described pedestal 4 can be concrete pedestal 4, described load bearing seat 5 and described pedestal 4 are integrally formed, and the certain distance of end face that described load bearing seat 5 exceeds described pedestal 4, in better embodiment of the present utility model, the area of the cross section of described load bearing seat 5 is less than the area of described pedestal 4 end faces, and the cross section of described load bearing seat 5 is a square, and its length of side is greater than the external diameter of framework post.For example, described load bearing seat 5 exceeds described pedestal 4 about 800mm, the big 600mm of external diameter of its side ratio framework post.
The foot joint of the framework post that the utility model provides combines the characteristics of traditional exposed suspension column and outer-enwraped type suspension column, and on pedestal 4, be provided with the form of load bearing seat 5 and flange 1, do not need to carry out the foot joint pattern of new framework post of the foot joint back-grouting of framework post, can make the lifting and conductor mounting one subsynchronous the finishing of framework post.
In better embodiment of the present utility model, described flange 1 is fixing with load bearing seat 5 by crab-bolt 2, described upper flange sheet 11 has a plurality of first anchor hole, described lower flange sheet 12 has and corresponding a plurality of second anchor hole of described first anchor hole, described crab-bolt 2 penetrates in described first anchor hole and second anchor hole, the one end is embedded among the load bearing seat, and is fixing with nut towards the other end of described flange 1, thereby realizes fixedlying connected of this flange and load bearing seat 5.
In better embodiment of the present utility model, the foot joint of this framework post also comprises the shear reinforcement 3 that is embedded in the load bearing seat zone line and fixedlys connected with described flange 1.It under the extreme case of monolateral tension, makes the frictional force that is enough to resist horizontal force with generation between the pedestal 4 at the bottom of the post of framework post in order to reply.In the utility model,
Described shear reinforcement 3 is fixedly attached to described lower flange sheet 12.Described shear reinforcement 3 mode on the described lower flange sheet 12 of being fixed to can be for the mode of welding, and is same, also can for example adopt screw rod ways of connecting or the like for other fixing modes.Described shear reinforcement 3 directly is not connected with described upper flange sheet 11, in the latter stage in construction, only need by fillet weld itself and lower flange sheet 12 is fixedly linked at crab-bolt and get final product.
In better embodiment of the present utility model, the area of described upper flange sheet 11 is less than the area of described lower flange sheet 12.More preferred, described upper flange sheet 11 and lower flange sheet 12 are annular concentric, and the outer radius of described upper flange sheet 11 is less than the outer radius of described lower flange sheet 12.For example, the inside radius of described upper flange sheet 11 is 200mm, and outer radius is 640mm, and the inside radius of described lower flange sheet 12 also is 200mm, and outer radius is 680mm.
In better embodiment of the present utility model, described upper flange sheet 11 and lower flange sheet 12 are fixing by welding.In the later stage of construction, after only need treating that the framework post is had good positioning, the nut of crab-bolt 2 is tightened, around the outer rim of upper flange sheet 11, upper flange sheet 11 and lower flange sheet 12 are welded together again, just can realize crab-bolt 2 and shear reinforcement 3 power transmission requirement separately by fillet weld.
Because the flange 1 that the utility model provides has the structure of stacked upper flange sheet 11 and lower flange sheet 12, therefore in needs increase shear reinforcement 3, being different from traditional employing is welded on shear reinforcement under the framework post flange plate and with the framework post and together lifts by crane installation, treat that framework post location carries out back-grouting again after correcting and tamp, and only remain after back-grouting reaches designing requirement intensity, could remove the locating rack erection system of framework post, the efficient of its construction and safety are all lower, the utility model only needs shear reinforcement 3 is connected to described lower flange sheet 12, when construction, described shear reinforcement 3 is embedded among the load bearing seat 5 in advance together with crab-bolt 2, and described upper flange sheet 11 is soldered to the installation of promptly having finished shear reinforcement 3 with described lower flange sheet 12, its efficiency of construction and working security all are improved.
More than describe preferred embodiment of the present utility model in detail.The ordinary skill that should be appreciated that this area need not creative work and just can make many modifications and variations according to design of the present utility model.Therefore, all technician in the art comply with design of the present utility model on the basis of existing technology by the available technical scheme of logical analysis, reasoning, or a limited experiment, all should be in claim protection domain of the present utility model.
Claims (9)
1. the foot joint of a framework post, comprise crab-bolt and shear reinforcement, it is characterized in that also comprising flange, described flange comprises upper flange sheet stacked setting and that be mutually permanently connected and lower flange sheet, and the top of described lower flange sheet and pedestal is fixed, and the bottom of described upper flange sheet and described framework post is fixed.
2. the foot joint of framework post as claimed in claim 1 is characterized in that, described flange fixes by crab-bolt and shear reinforcement and concrete pedestal.
3. the foot joint of framework post as claimed in claim 1 or 2 is characterized in that, described upper flange sheet has a plurality of first anchor hole, and described lower flange sheet has and corresponding a plurality of second anchor hole of described first anchor hole.
4. the foot joint of framework post as claimed in claim 3 is characterized in that, the area of described upper flange sheet is less than the area of described lower flange sheet.
5. the foot joint of framework post as claimed in claim 4 is characterized in that, the foot joint of described framework post also comprises the shear reinforcement that is embedded in the pedestal zone line and fixedlys connected with described lower flange sheet.
6. the foot joint of framework post as claimed in claim 5 is characterized in that, described shear reinforcement is fixedly attached to described lower flange sheet.
7. the foot joint of framework post as claimed in claim 6 is characterized in that, the area of described upper flange sheet is less than the area of described lower flange sheet.
8. the foot joint of framework post as claimed in claim 7, it is characterized in that, described upper flange sheet and lower flange sheet are annular concentric, and the outer radius of described upper flange sheet is less than the outer radius of described lower flange sheet, and the inside radius of described upper flange sheet is greater than the inside radius of described lower flange sheet.
9. the foot joint of framework post as claimed in claim 8 is characterized in that, fixedlys connected with the upper surface of described lower flange sheet by welding around the outer rim of described upper flange sheet.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010206529196U CN201896368U (en) | 2010-12-10 | 2010-12-10 | Column foot node of truss-column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010206529196U CN201896368U (en) | 2010-12-10 | 2010-12-10 | Column foot node of truss-column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201896368U true CN201896368U (en) | 2011-07-13 |
Family
ID=44254280
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010206529196U Expired - Lifetime CN201896368U (en) | 2010-12-10 | 2010-12-10 | Column foot node of truss-column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201896368U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071745A (en) * | 2010-12-10 | 2011-05-25 | 上海电力设计院有限公司 | Stylobate joint of framework column |
-
2010
- 2010-12-10 CN CN2010206529196U patent/CN201896368U/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071745A (en) * | 2010-12-10 | 2011-05-25 | 上海电力设计院有限公司 | Stylobate joint of framework column |
| CN102071745B (en) * | 2010-12-10 | 2012-09-05 | 上海电力设计院有限公司 | Stylobate joint of framework column |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20110713 |
|
| CX01 | Expiry of patent term |