CN103866869A - Reinforced steel pipe column and H-shaped beam connection node - Google Patents
Reinforced steel pipe column and H-shaped beam connection node Download PDFInfo
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- CN103866869A CN103866869A CN201410088447.9A CN201410088447A CN103866869A CN 103866869 A CN103866869 A CN 103866869A CN 201410088447 A CN201410088447 A CN 201410088447A CN 103866869 A CN103866869 A CN 103866869A
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- flange
- clapboard
- bolt hole
- girder edge
- bolt
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 57
- 239000010959 steel Substances 0.000 title claims abstract description 57
- 230000003014 reinforcing Effects 0.000 claims abstract description 11
- 239000003351 stiffener Substances 0.000 claims description 53
- 241000826860 Trapezium Species 0.000 claims description 4
- 230000000875 corresponding Effects 0.000 claims description 4
- 230000002146 bilateral Effects 0.000 claims description 3
- 125000003003 spiro group Chemical group 0.000 claims description 3
- 238000003466 welding Methods 0.000 abstract description 6
- 238000010276 construction Methods 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 230000000750 progressive Effects 0.000 description 5
- 238000000034 method Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 210000001503 Joints Anatomy 0.000 description 1
- 235000010627 Phaseolus vulgaris Nutrition 0.000 description 1
- 240000005158 Phaseolus vulgaris Species 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Abstract
The invention discloses a reinforced steel pipe column and H-shaped beam connection node. On the basis of a connection mode adopting flange welding, web plate bolted connection and the like and column and clapboard connection, two sides of a connection region of a lower flange and lower clapboard of a beam are respectively provided with a reinforcing plate for reinforcement, and furthermore the lower flange and the lower clapboard of the beam are connected and reinforced again by use of a bolt through a cover plate; by virtue of reinforcing a steel framework beam column node, the vertical bearing capacity of a node substructure can be improved after a column below the node becomes invalid, so that the continuous collapse resistance of the structure is obviously improved, and the reinforced steel pipe column and H-shaped beam connection node is applicable to reinforcement reconstruction of an important construction.
Description
Technical field
The invention belongs to construction engineering technical field, relate to the reinforcing technique of steel pipe column-H ellbeam node, be particularly useful for resisting the reinforcing technique of the steel framed structure that Progressive Collapse performance requirement is high.
Background technology
Destroy from nineteen sixty-eight London Ronan Point block of flats generation Progressive Collapse, over more than 40 year, the event of collapsing of a lot of various destructivenesss has occurred all over the world so far, cause great casualties and property loss.
In Progressive Collapse, initial destroy is local, the object of the anti-Progressive Collapse analysis of structure is also that destruction is limited within the acceptable range, according to current structural collapse research, steel framed structure is occurring after local failure, and in its follow-up course of reaction, the performance of node often plays decisive role.But the research of current numerous frame joints is mainly to serve structural seismic, its ductility of joint and supporting capacity require far below the demand in structural collapse process.
In order to strengthen ductility of joint and supporting capacity, prevent that frame construction generation Progressive Collapse from destroying, and need to develop a kind of bracing means that is applicable to resist the node that Progressive Collapse performance requirement is high.
Summary of the invention
Steel pipe column-H ellbeam the connected node that the object of the present invention is to provide a kind of reinforcing, solves steel framed structure demand to ductility of joint and supporting capacity in collapsing procedure.
To achieve these goals, solution of the present invention is:
A kind of steel pipe column-H ellbeam connected node of reinforcing, described steel pipe column-H ellbeam connected node comprises steel pipe column, be positioned at the H shape girder steel of the described steel pipe column left and right sides, be parallel to respectively upper spacer that bottom flange on described H shape girder steel is arranged at the upper and lower both sides of described steel pipe column with lower clapboard and be arranged at the web that is connected between described upper spacer and lower clapboard, the web of described H shape girder steel is connected with the described web that is connected, the top flange of described H shape girder steel, lower flange of girder edge respectively with described upper spacer, lower clapboard is connected, before and after described two groups of lower flange of girder edge, dual-side is respectively equipped with two groups of lower flange of girder edge stiffeners, described two groups of lower flange of girder edge stiffeners are positioned at described lower flange of girder edge near described lower clapboard place end, and two groups of lower flange of girder edge stiffeners are symmetrical arranged about described web,
The front and back bilateral symmetry of described lower clapboard is provided with four groups of lower clapboard stiffeners, and described four groups of lower clapboard stiffeners arrange near the junction of described lower clapboard and described two groups of lower flange of girder edge, and one group is positioned at the left and right end positions of described lower clapboard between two;
The below of described lower flange of girder edge and lower clapboard two junctions is respectively equipped with cover plate, and described cover plate is connected with described lower flange of girder edge, lower clapboard respectively.
Preferably, on described each lower flange of girder edge, have at least two row's bolts hole along beam span direction, described at least two row spiro keyhole positions in described lower flange of girder edge near end place, described lower clapboard place, the number of every row's bolt hole is that even number and described even number bolt hole are symmetrical arranged about described web, and described cover plate is connected via connecting bolt with described lower flange of girder edge.
Preferably, described lower clapboard has at least two row's bolts hole near the corresponding described lower flange of girder edge in two ends of described junction, the number of every row's bolt hole is that even number and described even number bolt hole are symmetrical arranged about described web, and described cover plate is connected via connecting bolt with described lower clapboard.
Preferably, described each cover plate is opened oval bolt hole so that described connecting bolt can slide along Long Circle bolt hole in connecting bolt position along beam span direction.
Further, on described each cover plate, be greater than respectively at least two row's bolt hole pressure-bearing bearing capacity sums at cover plate two ends away from the tension bearing capacity in the cross section, Liang Pai bolt hole center line place of described lower flange of girder edge and lower clapboard two junctions.
Described connecting bolt is C level plain bolt, the large 1.0～1.5mm of nominal diameter of the aperture ratio connecting bolt of described bolt hole.
The shear-carrying capacity of described connecting bolt screw rod is greater than the hole wall carrying bearing capacity of its place bolt hole.
Preferably, four groups of lower flange of girder edge stiffeners are trapezium structure, two summits of described ladder beam bottom flange stiffener upper bottom surface respectively with lower flange of girder edge near row's line of centres of bolt hole of lower clapboard and lower flange of girder edge away from the setting of aliging of the line of centres of row's bolt hole of lower clapboard, and the height of ladder beam bottom flange stiffener is not less than the diameter of bolt hole of lower flange of girder edge; Described row cross section, a bolt hole center's line place tension bearing capacity away from lower clapboard is greater than whole bolt hole hole wall pressure-bearing bearing capacity sums on described lower flange of girder edge.
Preferably, four groups of lower clapboard stiffeners are triangular structure, the summit of described triangle lower clapboard stiffener and lower clapboard are near settings of aliging of the line of centres of row's bolt hole at lower flange of girder edge place, and described lower clapboard is greater than the section area of the lower flange of girder edge that lower flange of girder edge stiffener is not set and does not offer bolt hole near a section area of arranging bolt hole place at lower flange of girder edge place at lower clapboard; Two ends, described lower clapboard left and right are greater than every end at least two row's bolt hole hole wall pressure-bearing bearing capacity sums on lower clapboard away from cross section, the Liang Pai bolt hole center line place tension bearing capacity of lower flange of girder edge.
Owing to adopting such scheme, the invention has the beneficial effects as follows:
Steel pipe column-H ellbeam connected node of a kind of reinforcing shown in the present, on its basis being fixedly connected with at steel pipe column-H ellbeam, in the join domain both sides of lower flange of girder edge place and lower clapboard, stiffener being set respectively strengthens steel framed structure bean column node lower flange of girder edge and lower clapboard join domain, by lower flange of girder edge stiffener being set and lower clapboard stiffener is reinforced steel frame beam column joint, in addition, lower flange of girder edge and lower clapboard adopt connecting bolt and cover plate reinforcement by connection again, can significantly improve ductility and the supporting capacity of node, especially improve the vertical bearing capacity of square column inefficacy posterior nodal point minor structure under node, the anti-Progressive Collapse performance of structure is significantly improved, can be used for the strengthening reconstruction of important building.
Accompanying drawing explanation
Fig. 1 is reinforcing steel pipe column-H ellbeam connected node schematic diagram of one embodiment of the invention;
Fig. 2 is reinforcing steel pipe column-H ellbeam connected node front view embodiment illustrated in fig. 1;
Fig. 3 is reinforcing steel pipe column-H ellbeam connected node top view embodiment illustrated in fig. 1;
Fig. 4 is lower flange of girder edge stiffener plan view embodiment illustrated in fig. 1;
Fig. 5 is lower clapboard stiffener plan view embodiment illustrated in fig. 1;
Fig. 6 is cover plate plan view embodiment illustrated in fig. 1.
The specific embodiment
Below in conjunction with accompanying drawing illustrated embodiment, the present invention is further illustrated.
As shown in Figure 1 to Figure 3, a kind of steel pipe column-H ellbeam connected node of reinforcing, comprise steel pipe column-H ellbeam connected node and bracing means disposed thereon, in the present embodiment, steel pipe column-H ellbeam connected node comprises steel pipe column, be positioned at the H shape girder steel of the steel pipe column left and right sides, be parallel to respectively upper spacer that bottom flange on described H shape girder steel is arranged at the upper and lower both sides of described steel pipe column and lower clapboard 5 and be arranged at upper spacer and lower clapboard 5 between be connected web, steel pipe column adopts full penetration weld all around to be connected with upper lower clapboard, connecting web is welded on, between lower clapboard, and with the post jamb of steel pipe column by being weldingly connected, the web of H shape girder steel be connected web adopt high-strength bolt be connected with shear plate respectively, the top flange of H shape girder steel, lower flange of girder edge 6 respectively with upper spacer, lower clapboard 5 is welded to connect, bracing means is made up of lower flange of girder edge stiffener 1, lower clapboard stiffener 2, cover plate 3 and multiple connecting bolt 4.
As shown in Figure 1, cover plate 3 is arranged on the below of lower flange of girder edge 6 and lower clapboard 5, and 5 liang of lower flange of girder edge 6 and lower clapboards are located junction and transferred and be respectively equipped with a cover plate 3.On lower flange of girder edge 6, lower clapboard 5 and cover plate 3, correspondence has bolt hole, and cover plate 3 is connected via connecting bolt with lower flange of girder edge 6, lower clapboard 5.
On each lower flange of girder edge 6, have at least two row's bolts hole along beam span direction, at least two row spiro keyhole positions in lower flange of girder edge 6 near lower clapboard 5 end places, place, the number of every row's bolt hole is that even number and even number bolt hole are symmetrical arranged about web, and cover plate is connected via connecting bolt 4 with lower flange of girder edge, lower clapboard.In the present embodiment, as shown in Figure 4, between each lower flange of girder edge 6 and cover plate 3, be connected via four groups of symmetrically arranged connecting bolts 4, four groups of connecting bolts 4 arrange near lower flange of girder edge 6 and the junction of lower clapboard 5, and a four groups of connecting bolts 4 between two side are arranged on lower flange of girder edge 6.
Lower clapboard 5 has at least two row's bolts hole near the corresponding lower flange of girder edge 6 in two ends of junction, and the number of every row's bolt hole is that even number and even number bolt hole are symmetrical arranged about web.In the present embodiment, as shown in Figure 5, lower clapboard 5 with and each cover plate 3 between be connected via four groups of symmetrically arranged connecting bolts 4, eight groups of connecting bolts 4 are set on lower clapboard 5 altogether.
Above-mentioned connecting bolt 4 is C level plain bolt, the aperture of the bolt hole on lower clapboard 5, lower flange of girder edge 6 meets " Code for design of steel structures " requirement (GB50017-2003), than the large 1.0～1.5mm of the nominal diameter of connecting bolt 4, the allowable distance of bolt hole also meets " Code for design of steel structures " requirement (GB50017-2003); The hole wall carrying bearing capacity that the shear-carrying capacity of connecting bolt 4 screw rods is greater than its place bolt hole makes connecting bolt 4 that screw rod shearing destruction not occur.
Described each cover plate 3 is opened oval bolt hole so that described connecting bolt can slide along Long Circle bolt hole in connecting bolt position along beam span direction.Be on each cover plate 3, cover plate 3 two ends places are respectively equipped with at least two platoon leader's circle bolts hole, thereby make, between cover plate 3 and lower flange of girder edge 6, between cover plate 3 and lower clapboard 5, to be connected respectively via connecting bolt 4.Meanwhile, on each cover plate, be greater than respectively at least two row's bolt hole pressure-bearing bearing capacity sums at cover plate two ends away from lower flange of girder edge 6 and the tension bearing capacity in Liang Pai bolt hole center (the i.e. inner side two row's bolts hole 7) cross section, line place of 5 liang of junctions of lower clapboard.Cover plate 3 is opened oval bolt hole in corresponding connecting bolt 4 positions along beam span direction, make the connecting bolt 4 can be at Long Circle bolt hole slip certain distance, substantially do not stress thereby make cover plate 3 be welded to connect position fracture front shroud 3 at lower clapboard 5 and lower flange of girder edge 6, can be by connecting bolt 4 by both drawknots and be welded to connect position fracture back shroud 3 at lower clapboard 5 and lower flange of girder edge 6.
In the present embodiment, as shown in Figure 6, on each cover plate 3, connecting bolt 4 is arranged two rows, arrange at lower flange of girder edge 6 and lower clapboard 5 on the position of bolt and open bolt hole, the spacing of bolt hole is 80mm, to being 60mm along force direction member Edge Distance, meets " Code for design of steel structures " requirement (GB50017-2003).The aperture of bolt hole is 25.5mm, than the large 1.5mm of the nominal diameter of connecting bolt, arrange that at cover plate 3 position of bolt opens Long Circle bolt hole, the rectangle that the semicircle that bolt hole is 25.5mm by two diameters and width are 25.5mm forms, wherein, each bolt hole is near the semicircle center of circle and the bolt central alignment of inner side, and the rectangle length that bolt hole 7 is arranged in inner side two is 10mm, and the rectangle length that bolt hole 8 is arranged in outside two is 13mm.Cover plate width is 250mm, and the each cross section of cover plate tension bearing capacity is greater than four bolt hole pressure-bearing bearing capacity sums of its every side.According to bolt hole hole wall pressure-bearing bearing capacity, to choose 8.8 grades of M24 connecting bolts 4 lower flange of girder edge 6 is connected with cover plate 3 respectively with lower clapboard 5, connecting bolt 4 is common C grade bolt, the shear-carrying capacity of connecting bolt is all greater than its place bolt hole hole wall pressure-bearing bearing capacity.
When collapsing, the top of steel pipe column-H ellbeam connected node is stressed take pressure as main, and bottom is stressed take pulling force as main, therefore in steel pipe column-H ellbeam connected node of reinforcing shown in the present, as Fig. 1, shown in Fig. 3 and Fig. 4, each lower flange of girder edge 6 front and back (being beam span direction) dual-side is symmetrically welded two groups of lower flange of girder edge stiffeners 1 and strengthens, two groups of lower flange of girder edge stiffeners 1 are welded on lower flange of girder listrium 6, be positioned at lower flange of girder edge 6 near lower clapboard 5 place ends, and on each lower flange of girder edge 6, two groups of lower flange of girder edge stiffeners 1 are symmetrical arranged about web.
Four groups of lower flange of girder edge stiffeners equal 1 are trapezium structure, two summits of ladder beam bottom flange stiffener 1 upper bottom surface respectively with lower flange of girder edge 6 near row's line of centres of bolt hole of lower clapboard 5 and lower flange of girder edge 6 away from the setting of aliging of the line of centres of row's bolt hole of lower clapboard 5, and the height of ladder beam bottom flange stiffener 6 is not less than the diameter of bolt hole of lower flange of girder edge 6, meanwhile, be greater than whole bolt hole hole wall pressure-bearing bearing capacity sums on lower flange of girder edge 6 away from row cross section, a bolt hole center's line place tension bearing capacity of lower clapboard 5.
In the present embodiment, four groups of lower flange of girder edge stiffeners 1 are trapezium structure, two summits of ladder beam bottom flange stiffener upper bottom surface respectively with lower flange of girder edge 6 near the line of centres of two bolts hole of lower clapboard 5 and lower flange of girder edge 6 away from the setting of aliging of the line of centres of two bolts hole of lower clapboard 5, and the height of ladder beam bottom flange stiffener is not less than the diameter of bolt hole of lower flange of girder edge 6, , thereby guarantee after welded flange stiffener 1, lower flange of girder edge 6 is not less than lower flange of girder edge 6 other cross section tension bearing capacities near the line of centres of two bolts hole of lower clapboard 5 and away from the tension bearing capacity in the cross section, Liang Ge bolt hole center line place of lower clapboard 5.Simultaneously, the lower flange of girder edge 6 of welded flange stiffener 1 is greater than 4 bolt hole hole wall pressure-bearing bearing capacity sums on lower flange of girder edge 6 away from two cross section, bolt hole center's line place tension bearing capacities of lower clapboard, makes the preferential generation bolt hole of the lower flange of girder edge 6 hole wall bearing failure of welded flange stiffener 1.
As shown in Fig. 1, Fig. 3 and Fig. 5, the front and back bilateral symmetry of lower clapboard 5 is welded four groups of lower clapboard stiffeners 2 and is strengthened, and four groups of lower clapboard stiffeners 2 arrange near lower clapboard 5 and two junctions of lower flange of girder edge 6, and one group is positioned at the two ends, left and right of lower clapboard 5 between two.
Four groups of lower clapboard stiffeners 2 are triangular structure, the summit of triangle lower clapboard stiffener 2 and lower clapboard 5 are near settings of aliging of the line of centres of row's bolt hole at lower flange of girder edge 6 places, and lower clapboard 5 is greater than the section area of the lower flange of girder edge that lower flange of girder edge stiffener is not set and does not offer bolt hole near a section area of arranging bolt hole place at lower flange of girder edge place at lower clapboard; Lower clapboard 5 two ends, left and right are greater than every end at least two row's bolt hole hole wall pressure-bearing bearing capacity sums on lower clapboard 5 away from cross section, the Liang Pai bolt hole center line place tension bearing capacity of lower flange of girder edge.
In the present embodiment, the summit of triangle lower clapboard stiffener and lower clapboard 5 are near the setting of aliging of the line of centres of two bolts hole at lower flange of girder edge 6 places, and lower clapboard 5 after lower clapboard stiffener 2 is greater than former lower flange of girder edge section area at the section area at this row bolt hole place is set, thereby guarantee after welding diaphragm stiffener 2, lower clapboard 5 is not less than the each cross section of former lower flange of girder edge 6 tension bearing capacity when unguyed near cross section, the Liang Ge bolt hole center line place tension bearing capacity at lower flange of girder edge place.Simultaneously, the every side of lower clapboard 5 of welding diaphragm stiffener 2 is greater than four bolt hole hole wall pressure-bearing bearing capacity sums of the every side of lower clapboard 5 away from cross section, the Liang Ge bolt hole center line place tension bearing capacity of lower flange of girder edge, makes the preferential generation bolt hole of the lower clapboard 5 hole wall bearing failure of welding diaphragm stiffener 2.Particularly, the lower clapboard after welding diaphragm stiffener 2 is at the section area 1432mm at this row bolt hole place
2be not less than unguyed lower flange of girder edge section area 1200mm
2, and lower clapboard 5 cross section, the bolt hole center's line place tension bearing capacities of welding diaphragm stiffener 2 are greater than four bolt hole hole wall pressure-bearing bearing capacity sums of the every side of lower clapboard 5.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.Person skilled in the art obviously can easily make various modifications to these embodiment, and General Principle described herein is applied in other embodiment and needn't passes through performing creative labour.Therefore, the invention is not restricted to the embodiment here, those skilled in the art are according to announcement of the present invention, and not departing from the improvement that category of the present invention makes and revise all should be within protection scope of the present invention.
Claims (9)
1. steel pipe column-H ellbeam connected node of a reinforcing, described steel pipe column-H ellbeam connected node comprises steel pipe column, at the H shape girder steel of the described steel pipe column left and right sides, be parallel to upper spacer that bottom flange on described H shape girder steel is arranged at the upper and lower both sides of described steel pipe column with lower clapboard and be arranged at the web that is connected between described upper spacer and lower clapboard respectively, the web of described H shape girder steel is connected with the described web that is connected, top flange, the lower flange of girder edge of described H shape girder steel are connected with described upper spacer, lower clapboard respectively, it is characterized in that:
Before and after described two groups of lower flange of girder edge, dual-side is respectively equipped with two groups of lower flange of girder edge stiffeners, and described two groups of lower flange of girder edge stiffeners are positioned at described lower flange of girder edge near described lower clapboard place end, and two groups of lower flange of girder edge stiffeners are symmetrical arranged about described web;
The front and back bilateral symmetry of described lower clapboard is provided with four groups of lower clapboard stiffeners, and described four groups of lower clapboard stiffeners arrange near the junction of described lower clapboard and described two groups of lower flange of girder edge, and one group is positioned at the left and right end positions of described lower clapboard between two;
The below of described lower flange of girder edge and lower clapboard two junctions is respectively equipped with cover plate, and described cover plate is connected with described lower flange of girder edge, lower clapboard respectively.
2. steel pipe column-H ellbeam connected node according to claim 1, it is characterized in that: on described each lower flange of girder edge, have at least two row's bolts hole along beam span direction, described at least two row's spiro keyhole positions in described lower flange of girder edge near described lower clapboard institute at one end, the number of every row's bolt hole is that even number and described even number bolt hole are symmetrical arranged about described web, and described cover plate is connected via connecting bolt with described lower flange of girder edge.
3. steel pipe column-H ellbeam connected node according to claim 2, it is characterized in that: described lower clapboard has at least two row's bolts hole near the corresponding described lower flange of girder edge in two ends of described junction, the number of every row's bolt hole is that even number and described even number bolt hole are symmetrical arranged about described web, and described cover plate is connected via connecting bolt with described lower clapboard.
4. according to the steel pipe column-H ellbeam connected node described in claim 2 or 3, it is characterized in that: described each cover plate is opened oval bolt hole so that described connecting bolt can slide along Long Circle bolt hole in connecting bolt position along beam span direction.
5. steel pipe column-H ellbeam connected node according to claim 4, is characterized in that: at least two row's bolt hole pressure-bearing bearing capacity sums that are greater than respectively cover plate two ends on each cover plate away from the tension bearing capacity in the cross section, Liang Pai bolt hole center line place of lower flange of girder edge and lower clapboard two junctions.
6. steel pipe column-H ellbeam connected node according to claim 4, is characterized in that: described connecting bolt is C level plain bolt the large 1.0～1.5mm of nominal diameter of the aperture ratio connecting bolt of described bolt hole.
7. the bracing means of steel pipe column-H ellbeam connected node according to claim 4, is characterized in that: the shear-carrying capacity of described connecting bolt screw rod is greater than the hole wall carrying bearing capacity of its place bolt hole.
8. steel pipe column-H ellbeam connected node according to claim 2, it is characterized in that: four groups of lower flange of girder edge stiffeners are trapezium structure, two summits of described ladder beam bottom flange stiffener upper bottom surface respectively with lower flange of girder edge near row's line of centres of bolt hole of lower clapboard and lower flange of girder edge away from the setting of aliging of the line of centres of row's bolt hole of lower clapboard, and the height of ladder beam bottom flange stiffener is not less than the diameter of bolt hole of lower flange of girder edge;
Described row cross section, a bolt hole center's line place tension bearing capacity away from lower clapboard is greater than whole bolt hole hole wall pressure-bearing bearing capacity sums on described lower flange of girder edge.
9. steel pipe column-H ellbeam connected node according to claim 3, it is characterized in that: four groups of lower clapboard stiffeners are triangular structure, the summit of described triangle lower clapboard stiffener and lower clapboard are near settings of aliging of the line of centres of row's bolt hole at lower flange of girder edge place, and described lower clapboard is greater than the section area of the lower flange of girder edge that lower flange of girder edge stiffener is not set and does not offer bolt hole near a section area of arranging bolt hole place at lower flange of girder edge place at lower clapboard;
Two ends, described lower clapboard left and right are greater than respectively on lower clapboard at least two row's bolt hole hole wall pressure-bearing bearing capacity sums on this end away from cross section, the Liang Pai bolt hole center line place tension bearing capacity of lower flange of girder edge.
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| CN201410088447.9A CN103866869B (en) | 2014-03-11 | 2014-03-11 | A kind of steel pipe column-H-shaped beam connecting node of reinforcing |
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| CN201410088447.9A CN103866869B (en) | 2014-03-11 | 2014-03-11 | A kind of steel pipe column-H-shaped beam connecting node of reinforcing |
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| CN104373049A (en) * | 2014-11-04 | 2015-02-25 | 国民油井华高石油设备（上海）有限公司 | Double-clamping-plate connecting joint |
| CN104775517A (en) * | 2015-03-27 | 2015-07-15 | 天津大学 | Connecting node for steel frame and steel structure module |
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| CN105604189A (en) * | 2016-03-08 | 2016-05-25 | 中国电建集团华东勘测设计研究院有限公司 | Circular pipe column and H-shaped beam connection structure |
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| CN105926773A (en) * | 2016-05-15 | 2016-09-07 | 北京工业大学 | Assembly type single-flange beam column bolt joint connecting device provided with cover plates |
| CN107957979A (en) * | 2017-11-23 | 2018-04-24 | 三江瓦力特特种车辆有限公司 | A kind of definite method of H-type longeron welding contracted quantity |
| CN109736432A (en) * | 2018-12-19 | 2019-05-10 | 西安理工大学 | A kind of more high-rise assembled beam-column nodes with c-type cantilever segment |
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