CN105672489B - Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method - Google Patents
Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method Download PDFInfo
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- CN105672489B CN105672489B CN201610023097.7A CN201610023097A CN105672489B CN 105672489 B CN105672489 B CN 105672489B CN 201610023097 A CN201610023097 A CN 201610023097A CN 105672489 B CN105672489 B CN 105672489B
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- bearing
- stiffener
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- reinforced concrete
- roof truss
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 83
- 239000010959 steel Substances 0.000 title claims abstract description 83
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 48
- 238000010276 construction Methods 0.000 title claims abstract description 16
- 239000003351 stiffener Substances 0.000 claims abstract description 102
- 238000003466 welding Methods 0.000 claims abstract description 11
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 238000007373 indentation Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 claims 1
- 239000004567 concrete Substances 0.000 description 21
- 230000000694 effects Effects 0.000 description 5
- 238000005452 bending Methods 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000011178 precast concrete Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 229910000679 solder Inorganic materials 0.000 description 2
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 1
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
- E04B1/4107—Longitudinal elements having an open profile, with the opening parallel to the concrete or masonry surface, i.e. anchoring rails
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The present invention relates to a kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method, belongs to joint reinforcing technical field.Including bearing montant, ribbed stiffener, bearing supporting plate, transverse stiffener, longitudinal stiffener, base-plate and connecting plate, trapezoidal steel roof truss；Ribbed stiffener is welded on bearing montant top, bearing supporting plate and bearing montant vertical welding, ribbed stiffener bottom and bearing supporting plate vertical welding with bearing montant；Transverse stiffener and base-plate are vertically set on bearing montant bottom, transverse stiffener and base-plate weld with bearing montant, the planing of longitudinal stiffener and transverse stiffener, base-plate and bearing montant is held out against and vertical, using the face weld all around of twin fillet wolt three together；Welded together between bearing montant and trapezoidal steel roof truss by connecting plate；Each component in bearing montant bottom is arranged in prefabricated reinforced concrete column, and bearing supporting plate is arranged at prefabricated reinforced concrete column upper surface.
Description
Technical field
The present invention relates to a kind of node connecting structure, particularly a kind of steel roof truss and the semi-rigid company of prefabricated reinforced concrete column
Binding structure and construction method, belong to joint reinforcing technical field.
Background technology
Countries in the world are by a large amount of existing big skies formed using steel roof truss with concrete frame trestle or shear wall structure at present
Between building system, including gymnasium, sanctuary and large-span industrial building etc., but these Big Space Public Architecture knots
Structure, caved in once being destroyed in earthquake, consequence is often very serious, the wind of the verified this destruction of the violent earthquake occurred in the past
Danger is existing for height.Among on March 11st, 2011, Japanese northeast coast attacked by the violent earthquake of 9.0 grades of Richter scale, largely
Casualties and huge property loss, found in post-earthquake emergency response assessment, most of bodies being made up of steel roof truss and concrete column
Educate shop building roof and concrete column junction in earthquake by different degrees of damage.This breakoff phenomenon is taken refuge
Great potential safety hazard is brought in place, and is likely to cause even more serious secondary disaster.
The main reason for analyzing its destruction：When meeting with macroseism, the concrete column that is hinged with steel roof truss can produce level
The motion in direction, because pillar lower end is connected with basic rigidity, concrete column will occur bending and deformation, and cause the original guarantor in column top
The top surface held in horizontal plane starts to tilt, and earthquake causes the motion of concrete column in the horizontal direction, has also driven the water of steel roof truss
Put down to motion, but steel roof truss has the horizontal rigidity much larger than pillar, further, since steel roof truss is equipped with concrete column in surrounding
Support, forces steel roof truss approximation rigid body, remains horizontal movement, and consistent inclined change can not be equally produced with styletable top surface
Shape, based on above-mentioned inference, it can be realized that the top of concrete column can not compatible deformation in earthquake with steel roof truss.It is so right
For the bolt for connecting steel roof truss and concrete column, then the collective effect of shearing, moment of flexure and pulling force is received, if capital produces
Excessive tilt displacement, then the bolt of tensile region bolt will be caused to extract concrete capital, further by bigger pulling force
Steel roof truss is come off in concrete column, cause the secondary disaster that can not be estimated.
The content of the invention
Based on drawbacks described above, the present invention propose a kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and
Construction method, the technology that potential safety hazard be present is bolted with concrete column for solving steel roof truss under severe earthquake action and is asked
Topic.
Technical scheme is as follows：
A kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure, the semi-rigid connection structure include bearing
Montant, ribbed stiffener, bearing supporting plate, transverse stiffener, longitudinal stiffener, base-plate and connecting plate, trapezoidal steel roof truss；Its
In, the ribbed stiffener is connected to bearing montant top, bearing supporting plate and bearing with bearing montant by butt weld vertical welding
Montant is connected by butt weld vertical welding, and ribbed stiffener bottom is connected with bearing supporting plate by twin fillet wolt vertical welding；
The transverse stiffener and base-plate are vertically set on bearing montant bottom, the transverse stiffener and base-plate and branch
Seat montant is welded to connect using butt weld, the longitudinal stiffener upper and lower end and side respectively with transverse stiffener, branch
Seat bottom plate and the planing of bearing montant are held out against, and the longitudinal stiffener erects perpendicular to transverse stiffener, base-plate and bearing
Bar is set, and the longitudinal stiffener uses the face of twin fillet wolt three with transverse stiffener, base-plate and bearing montant
Weld all around is together；Welded together between the bearing montant and trapezoidal steel roof truss by connecting plate；The bearing montant bottom
And longitudinal stiffener, transverse stiffener, base-plate are arranged in prefabricated reinforced concrete column, the bearing supporting plate is set
In prefabricated reinforced concrete column upper surface.
Further, the bearing montant is the I-shaped steel rod elements that three blocks of steel plates are welded.
Further, the bearing montant is welded using Q345 steel plates.
Further, the ribbed stiffener is triangular shaped steel plate, is uniformly arranged on the corner of bearing montant, and its bottom
Side welds together with bearing supporting plate.
Further, the sectional dimension of the bearing supporting plate extends to 50~80mm within prefabricated reinforced concrete column edge
Place.
Further, the transverse stiffener and base-plate are the steel plate of trapezoidal shape.
Further, the prefabricated reinforced concrete column is reserved with convex breach in column top centre position, at breach angle
Portion is disposed with reinforcing bar, and the bearing montant bottom and longitudinal stiffener, transverse stiffener, base-plate are arranged at pre-
In the convex breach of reinforced column processed, and pea gravel concreten is poured in the gap of breach.
Above-mentioned steel roof truss and the construction method of prefabricated reinforced concrete column semi-rigid connection structure, Specific construction step is such as
Under：
Step 1：Construction prefabricated reinforced concrete column, and convex breach is reserved on the top of prefabricated reinforced concrete column,
Breach corner arrangement reinforcing bar；
Step 2：Make trapezoidal steel roof truss, bearing montant, ribbed stiffener, bearing supporting plate, transverse stiffener, longitudinal stiffener
And base-plate；
Step 3：Ribbed stiffener, bearing supporting plate, transverse stiffener, base-plate are passed through into butt welding with bearing montant respectively
Seam connection；
Step 4：Ribbed stiffener is connected with bearing supporting plate by twin fillet wolt, by longitudinal stiffener and transverse stiffener
Held out against with base-plate and the planing of bearing montant, and three face weld all arounds are carried out using twin fillet wolt；
Step 5：The bearing montant that step 4 is connected uses dihedral angle with prefabricated trapezoidal steel roof truss by connecting plate
Solder design；
Step 6：It is pre- that trapezoidal steel roof truss with bearing montant by hanging device is placed in prefabricated reinforced concrete column
Stay convex indentation, there；
Step 7：Carried out at future insufficiency gap pouring fixation with pea gravel concreten；
Step 8：The construction of trapezoidal steel roof truss and prefabricated reinforced concrete column varied rigid link is completed, while to the ladder
Shape steel roof truss carries out antirust, anti-corrosive processing with each steel member.
Wherein, each component of trapezoidal steel roof truss can determine its material according to factors such as the roof loads in concrete engineering example
Material and section（In addition to marked bearing montant is illustrated）；For bearing montant, because bearing montant lower end is semi-rigid joint shape
State, under horizontal external effect, bearing montant will necessarily be acted on by moment of flexure, and the anti-bending bearing capacity of general steel roof truss rod member
It is extremely limited, therefore bearing montant is welded using the higher steel plate of the yield strength of three pieces of rollings, such as Q345, specific size should
The effect of the ribbed stiffener being mentioned below by curved and shear resistance capacity and considering of horizontal loading and steel according to suffered by roof truss come
It is determined that.
The ribbed stiffener is connected with bearing montant using butt weld, and ribbed stiffener is designed as triangular shaped, its main original
Because being moment of flexure from the generally triangular distribution at bearing supporting plate at the top of montant, the reasonable utilization of steel is taken into account.To prevent steel room
Frame produces in plane and out-of-plane compound bending, therefore four limbs ribbed stiffener is symmetrically arranged to the corner of bearing montant, keeps away
Exempt from bearing montant to be distorted deformation.
The bearing supporting plate is connected with bearing montant using butt weld.In view of the limitation of execution conditions, bearing supporting plate
It is connected with ribbed stiffener using twin fillet wolt, in order to ensure partial pressing's ability of the stability of bearing and concrete column, bearing
The sectional dimension of supporting plate may extend to 50~80mm within concrete column edge.
The transverse stiffener is connected with bearing montant using butt weld, it is contemplated that to concrete section shear action
Influence, in order to reduce the applied stress to concrete section, transverse stiffener is designed as trapezoidal shape, increased and concrete
Contact area.
The operation principle of steel roof truss and prefabricated reinforced concrete column varied rigid link of the present invention is：In larger horizontal lotus
Under load effect, acceleration that steel roof truss is given by the gravity load of itself and external force can produce horizontal loading, and then produce
Horizontal displacement, due to bearing montant and the precast concrete column varied rigid link of steel roof truss, the horizontal translation of steel roof truss can be to branch
Seat montant produces the flexural deformation in plane, and being now welded in the ribbed stiffener of bearing montant can support with bearing montant collective effect
Anti- transmitted moment of flexure and shearing, the failure by shear that the bolt of tradition connection is occurred is converted into bearing montant and ribbed stiffener institute
Concurrent bending failure,, can be with by making the local yielding of ribbed stiffener so that brittle break is converted into ductile fracture
Dissipate a part of input energy, and then ensure that the general safety of structure, avoids connection trapezoidal steel roof truss and precast concrete
The bolt of post be pulled off into, it also avoid steel roof truss come off in concrete column event generation.
Brief description of the drawings
Fig. 1 is the front view of steel roof truss of the present invention and prefabricated reinforced concrete column semi-rigid connection structure；
Fig. 2 is steel roof truss of the present invention and prefabricated reinforced concrete column semi-rigid connection structure longitudinally cutting structural map；
Fig. 3 is Fig. 2 A-A sectional views；
Fig. 4 is Fig. 2 B-B sectional views；
Fig. 5 is Fig. 2 C-C sectional views；
Fig. 6 is steel roof truss of the present invention and prefabricated reinforced concrete column semi-rigid connection structure prefabricated reinforced concrete column longitudinal direction
Sectional view.
In figure：1st, bearing montant, 2, ribbed stiffener, 3, bearing supporting plate, 4, transverse stiffener, 5, longitudinal stiffener, 6, prefabricated
Reinforced column, 7, base-plate, 8, connecting plate, 9, trapezoidal steel roof truss.
Embodiment
The present invention will be further described below in conjunction with the accompanying drawings.
As shown in figs. 1 to 6, a kind of steel roof truss of the invention and prefabricated reinforced concrete column semi-rigid connection structure, including
It is bearing montant 1, ribbed stiffener 2, bearing supporting plate 3, transverse stiffener 4, longitudinal stiffener 5, base-plate 7 and connecting plate 8, trapezoidal
Steel roof truss 9.Wherein, ribbed stiffener 2 is connected to the top of bearing montant 1, branch receptacle with bearing montant 1 by butt weld vertical welding
Plate 3 is connected with bearing montant 1 by butt weld vertical welding, and the bottom of ribbed stiffener 2 is hung down with bearing supporting plate 3 by twin fillet wolt
Directly it is welded to connect.Transverse stiffener 4 and base-plate 7 are vertically set on the bottom of bearing montant 1, transverse stiffener 4 and bearing
Bottom plate 7 is welded to connect with bearing montant 1 using butt weld, and the upper and lower end of longitudinal stiffener 5 and side are respectively with laterally adding
Strength rib 4, base-plate 7 and bearing montant 1 planing hold out against, longitudinal stiffener 5 perpendicular to transverse stiffener 4, base-plate 7 with
And bearing montant 1 is set, and longitudinal stiffener 5 uses dihedral angle with transverse stiffener 4, base-plate 7 and bearing montant 1
The face weld all around of weld seam three is together.Welded together between bearing montant 1 and trapezoidal steel roof truss 9 by connecting plate 8.Bearing montant 1
Bottom and longitudinal stiffener 5, transverse stiffener 4, base-plate 7 are arranged in prefabricated reinforced concrete column 6, bearing supporting plate
3 are arranged at the upper surface of prefabricated reinforced concrete column 6.
Wherein, bearing montant 1 is the I-steel being welded using the higher three blocks of steel plates such as Q345 of yield strength.Put more energy into
Rib 2 is triangular shaped steel plate, is uniformly arranged on the corner of bearing montant 1, and its base is welded on one with bearing supporting plate 3
Rise.The sectional dimension of bearing supporting plate 3 is extended within the edge of prefabricated reinforced concrete column 6 at 50~80mm, avoids concrete
The local compression of earth pillar destroys.Transverse stiffener 4 considers the influence to concrete section shear action, in order to reduce to coagulation
The applied stress in native section, transverse stiffener is designed as trapezoidal shape.The position of longitudinal stiffener 5 is the same as above-mentioned ribbed stiffener
2.The Components Shape size of base-plate 7 is with position with above-mentioned transverse stiffener 4.As shown in fig. 6, prefabricated reinforced concrete
Post 6 is reserved with convex breach in column top centre position, has a reinforcing bar in breach corner arrangement, the bottom of bearing montant 1 and
Longitudinal stiffener 5, transverse stiffener 4, base-plate 7 are arranged in the convex breach of prefabricated reinforced concrete column 6, and
Pea gravel concreten has been poured in the gap of breach.
Specific construction step is as follows：
Step 1：Construction prefabricated reinforced concrete column 6, and convex breach is reserved on the top of prefabricated reinforced concrete column 6,
In breach corner arrangement reinforcing bar；
Step 2：Making trapezoidal steel roof truss 9, bearing montant 1, ribbed stiffener 2, bearing supporting plate 3, transverse stiffener 4, longitudinal direction add
Strength rib 5 and base-plate 7；
Step 3：By ribbed stiffener 2, bearing supporting plate 3, transverse stiffener 4, base-plate 7 respectively with bearing montant 1 by right
Welding seam connects；
Step 4：Ribbed stiffener 2 is connected with bearing supporting plate 3 by twin fillet wolt, by longitudinal stiffener 5 and lateral stiffening
Rib 4 and the planing of base-plate 7 and bearing montant 1 are held out against, and carry out three face weld all arounds using twin fillet wolt；
Step 5：The bearing montant 1 that step 4 is connected is with prefabricated trapezoidal steel roof truss 9 by connecting plate 8 using double
Face angle solder design；
Step 6：Trapezoidal steel roof truss 9 with bearing montant 1 is placed in prefabricated reinforced concrete column by hanging device
6 reserved convex indentation, theres；
Step 7：Carried out at future insufficiency gap pouring fixation with pea gravel concreten；
Step 8：The construction of trapezoidal steel roof truss 9 and the varied rigid link of prefabricated reinforced concrete column 6 is completed, while to described
Trapezoidal steel roof truss 9 carries out antirust, anti-corrosive processing with each steel member.
Above is the exemplary embodiments of the present invention, implementation not limited to this of the invention.
Claims (8)
1. a kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：The varied rigid link knot
Structure includes bearing montant（1）, ribbed stiffener（2）, bearing supporting plate（3）, transverse stiffener（4）, longitudinal stiffener（5）, base-plate
（7）And connecting plate（8）, trapezoidal steel roof truss（9）；Wherein, the ribbed stiffener（2）With bearing montant（1）Hung down by butt weld
Directly it is welded to connect in bearing montant（1）Top, bearing supporting plate（3）With bearing montant（1）Connected by butt weld vertical welding,
Ribbed stiffener（2）Bottom and bearing supporting plate（3）Connected by twin fillet wolt vertical welding；The transverse stiffener（4）And bearing
Bottom plate（7）It is vertically set on bearing montant（1）Bottom, the transverse stiffener（4）And base-plate（7）With bearing montant
（1）It is welded to connect using butt weld, the longitudinal stiffener（5）Upper and lower end and side respectively with transverse stiffener
（4）, base-plate（7）And bearing montant（1）Planing is held out against, the longitudinal stiffener（5）Perpendicular to transverse stiffener（4）、
Base-plate（7）And bearing montant（1）Set, and the longitudinal stiffener（5）With transverse stiffener（4）, base-plate（7）
And bearing montant（1）Using the face weld all around of twin fillet wolt three together；The bearing montant（1）With trapezoidal steel roof truss（9）
Between pass through connecting plate（8）Weld together；The bearing montant（1）Bottom and longitudinal stiffener（5）, transverse stiffener
（4）, base-plate（7）It is arranged at prefabricated reinforced concrete column（6）It is interior, the bearing supporting plate（3）It is arranged at precast reinforced mixed
Solidifying earth pillar（6）Upper surface.
2. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State bearing montant（1）The I-shaped steel rod elements being welded for three blocks of steel plates.
3. steel roof truss according to claim 2 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State bearing montant（1）It is welded using Q345 steel plates.
4. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State ribbed stiffener（2）For triangular shaped steel plate, bearing montant is uniformly arranged on（1）Corner, and its base and bearing supporting plate
（3）Weld together.
5. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State bearing supporting plate（3）Sectional dimension extend to prefabricated reinforced concrete column（6）Within edge at 50~80mm.
6. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State transverse stiffener（4）With base-plate（7）It is the steel plate of trapezoidal shape.
7. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that：Institute
State prefabricated reinforced concrete column（6）Convex breach is reserved with column top centre position, has reinforcing bar in breach corner arrangement,
The bearing montant（1）Bottom and longitudinal stiffener（5）, transverse stiffener（4）, base-plate（7）It is arranged at pre-manufactured steel
Reinforced concrete post（6）The convex breach in, and pea gravel concreten has been poured in the gap of breach.
8. steel roof truss and the construction of prefabricated reinforced concrete column semi-rigid connection structure according to claim any one of 1-7
Method, it is characterised in that Specific construction step is as follows：
Step 1：Construction prefabricated reinforced concrete column（6）, and in prefabricated reinforced concrete column（6）Top reserve convex breach,
In breach corner arrangement reinforcing bar；
Step 2：Make trapezoidal steel roof truss（9）, bearing montant（1）, ribbed stiffener（2）, bearing supporting plate（3）, transverse stiffener（4）、
Longitudinal stiffener（5）And base-plate（7）；
Step 3：By ribbed stiffener（2）, bearing supporting plate（3）, transverse stiffener（4）, base-plate（7）Respectively with bearing montant（1）
Connected by butt weld；
Step 4：By ribbed stiffener（2）With bearing supporting plate（3）Connected by twin fillet wolt, by longitudinal stiffener（5）With laterally adding
Strength rib（4）And base-plate（7）With bearing montant（1）Planing is held out against, and carries out three face weld all arounds using twin fillet wolt；
Step 5：The bearing montant that step 4 is connected（1）With prefabricated trapezoidal steel roof truss（9）Pass through connecting plate（8）Using
Twin fillet wolt connects；
Step 6：Bearing montant will be carried（1）Trapezoidal steel roof truss（9）Prefabricated reinforced concrete column is placed in by hanging device
（6）Reserved convex indentation, there；
Step 7：Carried out at future insufficiency gap pouring fixation with pea gravel concreten；
Step 8：Complete trapezoidal steel roof truss（9）With prefabricated reinforced concrete column（6）The construction of varied rigid link, while to described
Trapezoidal steel roof truss（9）Antirust, anti-corrosive processing is carried out with each steel member.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610023097.7A CN105672489B (en) | 2016-01-14 | 2016-01-14 | Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610023097.7A CN105672489B (en) | 2016-01-14 | 2016-01-14 | Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105672489A CN105672489A (en) | 2016-06-15 |
| CN105672489B true CN105672489B (en) | 2018-02-13 |
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ID=56300593
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610023097.7A Expired - Fee Related CN105672489B (en) | 2016-01-14 | 2016-01-14 | Steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method |
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| Country | Link |
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| CN (1) | CN105672489B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3566673B2 (en) * | 2001-07-16 | 2004-09-15 | マルショウ技研 株式会社 | Hybrid truss frame |
| CN101509280A (en) * | 2008-12-19 | 2009-08-19 | 北京工业大学 | Semi-imbed type anchorage node of piling bar pin-concrete cushion cap |
| CN201593239U (en) * | 2009-12-08 | 2010-09-29 | 沈阳铝镁设计研究院 | End connection node of light trapezoidal steel roof truss |
| CN202324198U (en) * | 2011-12-08 | 2012-07-11 | 贵阳铝镁设计研究院有限公司 | Anti-pulling embedded fixed column base for portal-rigid frame |
-
2016
- 2016-01-14 CN CN201610023097.7A patent/CN105672489B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3566673B2 (en) * | 2001-07-16 | 2004-09-15 | マルショウ技研 株式会社 | Hybrid truss frame |
| CN101509280A (en) * | 2008-12-19 | 2009-08-19 | 北京工业大学 | Semi-imbed type anchorage node of piling bar pin-concrete cushion cap |
| CN201593239U (en) * | 2009-12-08 | 2010-09-29 | 沈阳铝镁设计研究院 | End connection node of light trapezoidal steel roof truss |
| CN202324198U (en) * | 2011-12-08 | 2012-07-11 | 贵阳铝镁设计研究院有限公司 | Anti-pulling embedded fixed column base for portal-rigid frame |
Non-Patent Citations (1)
| Title |
|---|
| 钢梁-混凝土柱L型刚性节点性能试验和应用;张略秋;《武汉大学学报(工学版)》;20091031;第42卷;第142-146页 * |
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| Publication number | Publication date |
|---|---|
| CN105672489A (en) | 2016-06-15 |
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