CN105672489A - Semi-rigid connection structure of steel roof truss and precast reinforced concrete columns and construction method - Google Patents
Semi-rigid connection structure of steel roof truss and precast reinforced concrete columns and construction method Download PDFInfo
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- CN105672489A CN105672489A CN201610023097.7A CN201610023097A CN105672489A CN 105672489 A CN105672489 A CN 105672489A CN 201610023097 A CN201610023097 A CN 201610023097A CN 105672489 A CN105672489 A CN 105672489A
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- reinforced concrete
- stiffener
- roof truss
- plate
- bearing
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 76
- 239000010959 steel Substances 0.000 title claims abstract description 76
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 51
- 238000010276 construction Methods 0.000 title claims abstract description 16
- 238000003466 welding Methods 0.000 claims abstract description 10
- 239000003351 stiffener Substances 0.000 claims description 98
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 238000007373 indentation Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 abstract 1
- 239000004567 concrete Substances 0.000 description 22
- 238000005452 bending Methods 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011178 precast concrete Substances 0.000 description 3
- 230000002301 combined effect Effects 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000001133 acceleration Effects 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
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005096 rolling process Methods 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
Abstract
The invention relates to a semi-rigid connection structure of a steel roof truss and precast reinforced concrete columns and a construction method and belongs to the technical field of node reinforcement. The structure comprises a support vertical bar, stiffening ribs, support bracket plates, horizontal stiffening ribs, longitudinal stiffening ribs, support base plates, a connection plate and a trapezoidal steel roof truss; the stiffening ribs and the support vertical bar are welded to the upper part of the support vertical bar, the support bracket plates are perpendicularly welded with the support vertical bar, and the bottoms of the stiffening ribs are perpendicularly welded with the support bracket plates; the horizontal stiffening ribs and the support base plates are perpendicularly arranged at the bottom of the support vertical bar, the horizontal stiffening ribs and the support base plates are perpendicularly welded with the support vertical bar, the longitudinal stiffening ribs abut against and are perpendicular to the horizontal stiffening ribs, the support base plates and the support vertical bar in a planed manner, and three surfaces are welded all around by a twin fillet welding seam; the support vertical bar and the trapezoidal steel roof truss are welded by the connection plate; all components of the bottom of the support vertical bar are arranged in the precast reinforced concrete columns, and the support bracket plates are arranged on the upper surfaces of the precast reinforced concrete columns.
Description
Technical field
The present invention relates to a kind of node connecting structure, particularly a kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method, belong to joint reinforcing technical field.
Background technology
Current countries in the world are by the existing volumed space building system using steel roof truss to form with concrete frame trestle or shear wall structure in a large number, including gymnasium, refuge and large-span industrial building etc., but these Big Space Public Architecture structures, cave in once destroy in earthquake, consequence is often very serious, and it is highly exist that the violent earthquake in the past occurred has turned out the risk of this destruction. On March 11st, 2011 Japanese northeast coast suffer Richter scale 9.0 grades violent earthquake attack in the middle of, mass casualties and huge property loss, finding in post-earthquake emergency response is assessed, the roof of gymnasium building and the junction of concrete column that great majority are made up of steel roof truss and concrete column are subject to damage in various degree in earthquake. This breakoff phenomenon brings great potential safety hazard to refuge, and is likely to cause even more serious secondary disaster.
Analyze the main cause of its destruction: when meeting with macroseism, the concrete column being hinged with steel roof truss, the motion of horizontal direction can be produced, owing to pillar lower end is connected with basic rigidity, concrete column will occur bending and deformation, cause that the original end face being maintained at horizontal plane in column top starts to tilt, earthquake causes concrete column motion in the horizontal direction, also driven the level of steel roof truss to motion, but steel roof truss has the horizontal rigidity much larger than pillar, in addition, support owing to steel roof truss is equipped with concrete column in surrounding, steel roof truss is forced to be similar to rigid body, remain horizontal movement, the deformation of consistent inclination cannot be equally produced with styletable end face, based on above-mentioned inference, it is recognized that the top of concrete column and steel roof truss cannot compatible deformations when earthquake. so for the bolt connecting steel roof truss and concrete column, then receive the combined effect of shearing, moment of flexure and pulling force, if capital produces excessive tilt displacement, then the bolt of tensile region will be subject to bigger pulling force, cause that concrete capital extracted by bolt, make steel roof truss come off in concrete column further, cause the secondary disaster that can not estimate.
Summary of the invention
Based on drawbacks described above, the present invention proposes a kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure and construction method, is bolted, for solving steel roof truss and concrete column under severe earthquake action, the technical problem that there is potential safety hazard.
Technical scheme is as follows:
A kind of steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure, described semi-rigid connection structure includes bearing montant, ribbed stiffener, bearing supporting plate, transverse stiffener, longitudinal stiffener, base-plate and connecting plate, trapezoidal steel roof truss; Wherein, described ribbed stiffener and bearing montant are connected to bearing montant top by butt weld vertical welding, and bearing supporting plate is connected by butt weld vertical welding with bearing montant, is connected by twin fillet wolt vertical welding with bearing supporting plate bottom ribbed stiffener; Described transverse stiffener and base-plate are all vertically set on bottom bearing montant, described transverse stiffener and base-plate and bearing montant all adopt butt weld to be welded to connect, described longitudinal stiffener upper and lower end and side hold out against with the planing of transverse stiffener, base-plate and bearing montant respectively, described longitudinal stiffener is perpendicular to transverse stiffener, base-plate and bearing montant and arranges, and described longitudinal stiffener all adopts with transverse stiffener, base-plate and bearing montant together with three weld all arounds of twin fillet wolt; Welded together by connecting plate between described bearing montant and trapezoidal steel roof truss; Bottom described bearing montant and longitudinal stiffener, transverse stiffener, base-plate be arranged in prefabricated reinforced concrete column, described bearing supporting plate is arranged at prefabricated reinforced concrete column upper surface.
Further, described bearing montant is the I-steel rod member that three block plates are welded.
Further, described bearing montant adopts Q345 Plate Welding to form.
Further, described ribbed stiffener is triangular shaped steel plate, is uniformly arranged on the corner of bearing montant, and its base welds together with bearing supporting plate.
Further, the sectional dimension of described bearing supporting plate extends to 50～80mm place within prefabricated reinforced concrete column edge.
Further, described transverse stiffener and base-plate are the steel plate of trapezoidal shape.
Further, described prefabricated reinforced concrete column is reserved with convex breach in centre position, column top, reinforcing bar is had in breach corner arrangement, bottom described bearing montant and longitudinal stiffener, transverse stiffener, base-plate be arranged in the described convex breach of prefabricated reinforced concrete column, and in the gap of breach, built pea gravel concreten.
The construction method of above-mentioned steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure, Specific construction step is as follows:
Step one: construction prefabricated reinforced concrete column, and convex breach is reserved on the top of prefabricated reinforced concrete column, at 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 connected by butt weld with bearing montant respectively;
Step 4: be connected by twin fillet wolt with bearing supporting plate by ribbed stiffener, is held out against longitudinal stiffener and transverse stiffener and base-plate and the planing of bearing montant, and adopts twin fillet wolt to carry out three weld all arounds;
Step 5: bearing montant step 4 connected adopts twin fillet wolt to be connected with prefabricated trapezoidal steel roof truss by connecting plate;
Step 6: the trapezoidal steel roof truss with bearing montant is placed in the reserved convex indentation, there of prefabricated reinforced concrete column by hanging device;
Step 7: carry out building fixing with pea gravel concreten at future insufficiency gap place;
Step 8: complete the construction of trapezoidal steel roof truss and prefabricated reinforced concrete column varied rigid link, carries out antirust, anti-corrosive process to described trapezoidal steel roof truss and each steel beam column simultaneously.
Wherein, each component of trapezoidal steel roof truss can according to the roof load in concrete engineering example etc. because usually determining its material and cross section (except illustrating the bearing montant marked); For bearing montant, owing to bearing montant lower end is semi-rigid joint state, under horizontal external effect, bearing montant will necessarily be subject to the effect of moment of flexure, and generally the anti-bending bearing capacity of steel roof truss rod member is extremely limited, therefore the higher Plate Welding of yield strengths that bearing montant adopts three pieces of rollings forms, such as Q345, concrete size should be determined in the effect of the ribbed stiffener being mentioned below by curved and shear resistance capacity consideration of horizontal loading suffered by roof truss and steel.
Described ribbed stiffener and bearing montant adopt butt weld to be connected, and ribbed stiffener is designed as triangular shaped, its main cause be moment of flexure from montant top to the generally triangular distribution of bearing supporting plate, take into account the Appropriate application of steel. For prevent steel roof truss produce in plane with out-of-plane compound bending, therefore extremity ribbed stiffener is arranged at symmetrically the corner of bearing montant, it is to avoid bearing montant is distorted deformation.
Described bearing supporting plate adopts butt weld to be connected with bearing montant. Considering the restriction of execution conditions, bearing supporting plate adopts twin fillet wolt to be connected with ribbed stiffener, partial pressing's ability of stability Yu concrete column in order to ensure bearing, and the sectional dimension of bearing supporting plate may extend to 50～80mm within concrete column edge.
Described transverse stiffener adopts butt weld to be connected with bearing montant, it is contemplated that the impact on concrete section shear action, in order to reduce the applied stress to concrete section, transverse stiffener is designed as trapezoidal shape, strengthens and concrete contact area.
The operation principle of the steel roof truss of the present invention and prefabricated reinforced concrete column varied rigid link is: under bigger horizontal loads, steel roof truss is subject to the acceleration that the gravity load of self gives with external force, horizontal loading can be produced, and then generation horizontal displacement, bearing montant and precast concrete column varied rigid link due to steel roof truss, bearing montant can be produced the flexural deformation in plane by the horizontal translation of steel roof truss, the ribbed stiffener being now welded in bearing montant can resist the moment of flexure and shearing that transmit with bearing montant combined effect, the failure by shear that the bolt that tradition connects occurs is converted into bearing montant and the concurrent bending failure of ribbed stiffener, so that brittle break is converted into ductile fracture, by making the local yielding of ribbed stiffener, the part that can also dissipate input energy, and then ensure that the general safety of structure, avoid the bolt connecting trapezoidal steel roof truss and precast concrete column be pulled off into, it also avoid the event that steel roof truss comes off in concrete column to occur.
Accompanying drawing explanation
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 the A-A sectional view of Fig. 2;
Fig. 4 is the B-B sectional view of Fig. 2;
Fig. 5 is the C-C sectional view of Fig. 2;
Fig. 6 is steel roof truss of the present invention and prefabricated reinforced concrete column semi-rigid connection structure prefabricated reinforced concrete column longitudinal sectional view.
In figure: 1, bearing montant, 2, ribbed stiffener, 3, bearing supporting plate, 4, transverse stiffener, 5, longitudinal stiffener, 6, prefabricated reinforced concrete column, 7, base-plate, 8, connecting plate, 9, trapezoidal steel roof truss.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention will be further described.
As shown in figs. 1 to 6, a kind of steel roof truss of the present invention and prefabricated reinforced concrete column semi-rigid connection structure, including 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 and bearing montant 1 are connected to bearing montant 1 top by butt weld vertical welding, and bearing supporting plate 3 is connected by butt weld vertical welding with bearing montant 1, is connected by twin fillet wolt vertical welding with bearing supporting plate 3 bottom ribbed stiffener 2. Transverse stiffener 4 and base-plate 7 are all vertically set on bottom bearing montant 1, transverse stiffener 4 and base-plate 7 all adopt butt weld to be welded to connect with bearing montant 1, longitudinal stiffener 5 upper and lower end and side hold out against with the planing of transverse stiffener 4, base-plate 7 and bearing montant 1 respectively, longitudinal stiffener 5 is perpendicular to transverse stiffener 4, base-plate 7 and bearing montant 1 and arranges, and longitudinal stiffener 5 all adopts together with three weld all arounds of twin fillet wolt with transverse stiffener 4, base-plate 7 and bearing montant 1. Welded together by connecting plate 8 between bearing montant 1 and trapezoidal steel roof truss 9. Bottom bearing montant 1 and longitudinal stiffener 5, transverse stiffener 4, base-plate 7 be arranged in prefabricated reinforced concrete column 6, bearing supporting plate 3 is arranged at prefabricated reinforced concrete column 6 upper surface.
Wherein, bearing montant 1 is the I-steel adopting higher three block plates such as Q345 of yield strength to be welded. Ribbed stiffener 2 is triangular shaped steel plate, is uniformly arranged on the corner of bearing montant 1, and its base welds together with bearing supporting plate 3. The sectional dimension of bearing supporting plate 3 extends to 50～80mm place within prefabricated reinforced concrete column 6 edge, it is to avoid the local compression of precast concrete column destroys. Transverse stiffener 4 considers the impact on concrete section shear action, in order to reduce the applied stress to concrete section, transverse stiffener is designed as trapezoidal shape. Longitudinal stiffener 5 position is all with above-mentioned ribbed stiffener 2. Base-plate 7 Components Shape size and position are all with above-mentioned transverse stiffener 4. As shown in Figure 6, prefabricated reinforced concrete column 6 is reserved with convex breach in centre position, column top, reinforcing bar is had in breach corner arrangement, bottom bearing montant 1 and longitudinal stiffener 5, transverse stiffener 4, base-plate 7 be arranged in the described convex breach of prefabricated reinforced concrete column 6, and in the gap of breach, built pea gravel concreten.
Specific construction step is as follows:
Step one: construction prefabricated reinforced concrete column 6, and convex breach is reserved on the top of prefabricated reinforced concrete column 6, at 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: ribbed stiffener 2, bearing supporting plate 3, transverse stiffener 4, base-plate 7 are connected by butt weld with bearing montant 1 respectively;
Step 4: be connected by twin fillet wolt with bearing supporting plate 3 by ribbed stiffener 2, is held out against longitudinal stiffener 5 and transverse stiffener 4 and base-plate 7 and bearing montant 1 planing, and adopts twin fillet wolt to carry out three weld all arounds;
Step 5: the bearing montant 1 step 4 connected adopts twin fillet wolt to be connected with prefabricated trapezoidal steel roof truss 9 by connecting plate 8;
Step 6: the trapezoidal steel roof truss 9 with bearing montant 1 is placed in prefabricated reinforced concrete column 6 by hanging device and reserves convex indentation, there;
Step 7: carry out building fixing with pea gravel concreten at future insufficiency gap place;
Step 8: complete the construction of trapezoidal steel roof truss 9 and prefabricated reinforced concrete column 6 varied rigid link, carries out antirust, anti-corrosive process to described trapezoidal steel roof truss 9 with each steel beam column simultaneously.
Being above an exemplary embodiments of the present invention, the enforcement of the present invention is not limited to this.
Claims (8)
1. a steel roof truss and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that: described semi-rigid connection 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, described ribbed stiffener (2) and bearing montant (1) are connected to bearing montant (1) top by butt weld vertical welding, bearing supporting plate (3) is connected by butt weld vertical welding with bearing montant (1), and ribbed stiffener (2) bottom is connected by twin fillet wolt vertical welding with bearing supporting plate (3), described transverse stiffener (4) and base-plate (7) are all vertically set on bearing montant (1) bottom, described transverse stiffener (4) and base-plate (7) all adopt butt weld to be welded to connect with bearing montant (1), on described longitudinal stiffener (5), lower end and side respectively with transverse stiffener (4), base-plate (7) and bearing montant (1) planing hold out against, described longitudinal stiffener (5) is perpendicular to transverse stiffener (4), base-plate (7) and bearing montant (1) are arranged, and described longitudinal stiffener (5) and transverse stiffener (4), base-plate (7) and bearing montant (1) all adopt three weld all arounds of twin fillet wolt together, welded together by connecting plate (8) between described bearing montant (1) and trapezoidal steel roof truss (9), described bearing montant (1) bottom and longitudinal stiffener (5), transverse stiffener (4), base-plate (7) are arranged in prefabricated reinforced concrete column (6), and described bearing supporting plate (3) is arranged at prefabricated reinforced concrete column (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: described bearing montant (1) is the I-steel rod member that three block plates are welded.
3. steel roof truss according to claim 2 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that: described bearing montant (1) adopts Q345 Plate Welding to form.
4. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterized in that: described ribbed stiffener (2) is triangular shaped steel plate, it is uniformly arranged on the corner of bearing montant (1), and its base welds together with bearing supporting plate (3).
5. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that: the sectional dimension of described bearing supporting plate (3) extends to 50～80mm place within prefabricated reinforced concrete column (6) edge.
6. steel roof truss according to claim 1 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that: described transverse stiffener (4) and base-plate (7) are 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 characterized in that: described prefabricated reinforced concrete column (6) is reserved with convex breach in centre position, column top, reinforcing bar is had in breach corner arrangement, described bearing montant (1) bottom and longitudinal stiffener (5), transverse stiffener (4), base-plate (7) are arranged in the described convex breach of prefabricated reinforced concrete column (6), and have built pea gravel concreten in the gap of breach.
8. the construction method of the steel roof truss according to any one of claim 1-7 and prefabricated reinforced concrete column semi-rigid connection structure, it is characterised in that Specific construction step is as follows:
Step one: construction prefabricated reinforced concrete column (6), and convex breach is reserved on the top of prefabricated reinforced concrete column (6), at 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: ribbed stiffener (2), bearing supporting plate (3), transverse stiffener (4), base-plate (7) are connected by butt weld with bearing montant (1) respectively;
Step 4: be connected by twin fillet wolt with bearing supporting plate (3) by ribbed stiffener (2), is planished hold out against longitudinal stiffener (5) and transverse stiffener (4) and base-plate (7) and bearing montant (1), and adopt twin fillet wolt to carry out three weld all arounds;
Step 5: the bearing montant (1) step 4 connected adopts twin fillet wolt to be connected with prefabricated trapezoidal steel roof truss (9) by connecting plate (8);
Step 6: the trapezoidal steel roof truss (9) with bearing montant (1) is placed in the reserved convex indentation, there of prefabricated reinforced concrete column (6) by hanging device;
Step 7: carry out building fixing with pea gravel concreten at future insufficiency gap place;
Step 8: complete the construction of trapezoidal steel roof truss (9) and prefabricated reinforced concrete column (6) varied rigid link, carries out antirust, anti-corrosive process to described trapezoidal steel roof truss (9) and each steel beam column simultaneously.
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 |
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| CN105672489A true CN105672489A (en) | 2016-06-15 |
| CN105672489B CN105672489B (en) | 2018-02-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| 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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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 |
|---|
| 张略秋: "钢梁-混凝土柱L型刚性节点性能试验和应用", 《武汉大学学报(工学版)》 * |
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| CN105672489B (en) | 2018-02-13 |
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