CN104131631B - A kind of construction method of earthquake-proof frame top story knee joint structure - Google Patents
A kind of construction method of earthquake-proof frame top story knee joint structure Download PDFInfo
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- CN104131631B CN104131631B CN201410402865.0A CN201410402865A CN104131631B CN 104131631 B CN104131631 B CN 104131631B CN 201410402865 A CN201410402865 A CN 201410402865A CN 104131631 B CN104131631 B CN 104131631B
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Abstract
The present invention provides the structure of a kind of earthquake-proof frame top story knee joint, and this structure employs the reinforcing bar connector being welded by post muscle connecting plate, beam muscle connecting plate and middle connecting plate. The present invention is used for earthquake territory Top Floor on Frame Structure end node, reinforcing bar connection in node outside the top story knee joint central sill upper reinforcement of frame-shear-wall structure frame part and post, solve and be positioned at outside the framework top story knee joint beam upper reinforcement of earthquake territory, post reinforcing bar and cause affect reinforcing bar and concrete adhesive property and the crowded construction quality problem being not easy to construct and bring of node area reinforcing bar because of overlap joint. Present invention also offers the construction method of above-mentioned earthquake-proof frame top story knee joint structure.
Description
Technical field
The present invention relates to a kind of framework top story knee joint, particularly relate to structure and the construction method thereof of a kind of earthquake-proof frame top story knee joint.
Background technology
It is being subject to the frame structure of geological process, in the top story knee joint of the frame part of frame-shear-wall structure, in order to meet beam-ends and the requirement of styletable transmission hogging moment, stretch into the method that outside the beam upper reinforcement of node and post, reinforcing bar must be taked to carry out overlapping in node. The bridging method that the engineering construction standard of current China and atlas provide mainly has:
1, beam inside lap method (" Code for design of concrete structures " GB50010 2010). As shown in Figure of description Fig. 1, outside post, reinforcing bar extends and bends to beam-ends behind node top, and beam upper reinforcement extends the backward lower bending of node opposite side, beam, post reinforcing bar outside node and end face carry out bending overlap joint, total lap of splice is not less than 1.5labE, l hereinabEAntidetonation anchorage length for reinforcing bar. For clarity, Fig. 1 does not draw the stirrup of the inner side reinforcing bar of post, the lower rebar of beam, the vertical muscle in upper and lower part of orthogonal beam and node area. This bridging method have drawbacks in that (1) is wider than the cross-sectional width of beam due to the cross-sectional width of usual post, therefore outside post, the arrangement of reinforcing bar is generally not capable of, with the arrangement of beam upper reinforcement, the overlap joint that aligns, cause that beam, post reinforcing bar can not consistencies from top to bottom at the top of node, upper reinforcement plus orthogonal beam also to run through node from node top along another orthogonal direction, make by node top in node during casting concrete, it occur frequently that build not smooth, not only reduce labor productivity, concrete pouring quality problem also very easily occurs; (2) when placing node area stirrup, particularly node size is bigger, it is necessary to when node area arranges compound stirrup, and bending post muscle hinders the in place and colligation of node stirrup.
2, post inside lap method (" Code for design of concrete structures " GB50010 2010). As shown in Figure of description Fig. 2, beam upper reinforcement extends the backward lower bending of node opposite side, with the straight line overlap joint outside node of reinforcing bar outside post. Total lap of splice is not less than 1.7labE, l hereinabEAntidetonation anchorage length for reinforcing bar. In like manner, for clarity, Fig. 1 does not draw the stirrup of the inner side reinforcing bar of post, the lower rebar of beam, the vertical muscle in upper and lower part of orthogonal beam and node area. The method disadvantage is owing to the length of reinforcing bar straight line overlap joint is longer (such as two grades of seismic behavior frameworks, take the HRB400MPa level reinforcing bar of C30 concrete, diameter 20mm, its lap of splice is 1.972m), owing to construction joint is arranged on beam bottom position, must in advance bending beam muscle be cast in post beyond the length thereof at the bottom of beam when building the concrete of post. During the concrete coagulation of post, capital stretching out longer bending beam muscle and be subject to disturbance when constructing, it will significantly affecting overlap reinforcing bar and concrete bonding, thus affecting overlap joint quality. Therefore, in current engineering construction, this kind of bridging method is seldom adopted.
3, such as " Bar Anchorage plate application technology code " the tenth page of Fig. 4 .1.3 3 of JGJ256 2011() shown in beam, post muscle end add the bridging method of anchor plate: the outside reinforcing bar of post extends node top after end adds anchor plate, except directly extending node top except corner reinforcing bar, all the other post muscle all bend to beam-ends after extending node top, it is desirable to the anchor head of post muscle extends inside node. Beam upper reinforcement extends node opposite side after end adds anchor plate, takes straight line to overlap with the beam of anchor plate, post reinforcing bar at node end face. In this bridging method, owing to shortening the lap of splice of reinforcing bar, for ensureing that overlap has good power transmission effect, it is necessary to arrange the U-shaped reinforcing bar inserted from top to bottom on the beam muscle in bar splicing district specially. The having drawbacks in that of this bridging method (1) can both carry out with beam muscle overlapping (two, corner mixed lateral column muscle is not involved in overlap joint) owing to being not all, of mixed lateral column muscle, if the post muscle diameter selected is big, radical is few, the post muscle percentage rate then effectively overlapped with beam muscle is just few, the hogging moment that can effectively transmit is subjected to impact, and therefore the effectiveness of this bridging method also needs to further inspection and investigates; (2) this bridging method still could not effectively solve the problem along node top casting concrete difficulty. The horizontal hoop of node area and compound stirrup have natively made the reinforcing bar of node area very crowded, when adopting in this way, need inserting a number of U-shaped muscle on node top, this, by more crowded for the reinforcing bar making node area, is less useful for concrete building.
At present in the work progress of framework top story knee joint, when node area stirrup in place, particularly design have a compound stirrup, stirrup accurately in place is a great problem of construction. Do not only have the reinforcing bar of the total both direction orthogonal beam of other position node due to top story knee joint and styletable reinforcing bar runs through that the reinforcing bar of the node area that node (or anchoring at intra-node) causes is intensive, congested problem, the stirrup difficult problem in place that bending overlap joint (three kinds of bridging methods as above) carried out at node area and beam or styletable after also having especially reinforcing bar outside top story knee joint beam-ends upper reinforcement and styletable to stretch into node causes, namely bent outside post in 90 �� reinforcing bar or beam upper steel influential point of tendons to hinder being inserted in of stirrup in place.Workmen often have to again be pulled open by the stirrup closed at the construction field (site) carry out in place. Which not only adds the engineering time of top story knee joint and difficulty, also the accuracy to stirrup position, 135 �� of crotch angles of spacing and stirrup end brings certain impact, thus having influence on the anti-seismic performance of node area.
Visible, in current China frame structure and frame-shear-wall structure, outside three kinds of beam upper reinforcements that design and the construction of top story knee joint are adopted and post, the reinforcing bar bridging method in node area not only had been easy to construct but also have good stress and anti-seismic performance problem all without fundamentally solving node.
Summary of the invention
It is an object of the invention to provide the structure of a kind of earthquake-proof frame top story knee joint, for the connection of reinforcing bar outside framework top story knee joint beam upper reinforcement and post, the crowded problem with stirrup difficulty in place of node area reinforcing bar can be efficiently solved.
It is a further object of the present invention to provide the construction method of a kind of earthquake-proof frame top story knee joint structure.
The object of the present invention is achieved like this:
A kind of structure of earthquake-proof frame top story knee joint, it is characterized in that: include reinforcing bar and reinforcing bar connector outside beam upper reinforcement, post, wherein with double nut, beam upper reinforcement is fixed on the beam muscle connecting plate of reinforcing bar connector, with double nut, reinforcing bar outside post is fixed on the post muscle connecting plate of reinforcing bar connector; Described reinforcing bar connector is connected is constituted by post muscle connecting plate, beam muscle connecting plate and middle connecting plate; Its center pillar muscle connecting plate, the centrally located connecting plate homonymy of beam muscle connecting plate two ends, its outer angle is 45 ��, and described post muscle connecting plate, beam muscle connecting plate are equipped with steel holding holes.
The strength classes of structural steel of above-mentioned reinforcing bar connector is determined according to the strength grade routine of reinforcing bar outside beam upper reinforcement, post by those skilled in the art.
The physical dimension of the above-mentioned reinforcing bar connector physical dimension according to top story knee joint, outside beam upper reinforcement, post, the quantity of reinforcing bar and diameter are determined.
The post muscle connecting plate of above-mentioned reinforcing bar connector, the thickness h of beam muscle connecting plate and middle connecting plate is identical, is calculated by formula (1).
(1)
In formula: h reinforcing bar connector thickness;
ncThe total radical of reinforcing bar outside post;
B node width;
deqThe equivalent diameter of reinforcing bar outside post,, nk��dckThe respectively radical of reinforcing bar and the nominal diameter of reinforcing bar outside kth kind diameter post outside kth kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
Inventor finds under study for action, if the too small meeting of the maximum gauge of post or beam steel causes the thinner thickness of adapter so that the rigidity of reinforcing bar connector is inadequate, the thickness h of above-mentioned reinforcing bar connector is not less than in connected post reinforcing bar and beam steel 0.8 times of maximum gauge and the thickness h of above-mentioned reinforcing bar connector and is not less than 14mm.
Above-mentioned post muscle connecting plate, beam muscle connecting plate width take in connected post muscle in maximum gauge and beam muscle 3 times of maximum gauge respectively, the width of middle connecting plate takes 2 times of post muscle maximum gauge.
The length of above-mentioned connecting plate takes node width b and deducts 2deq��
Above-mentioned reinforcing bar connector can adopt the mode of welding to connect, and during welding, when the thickness of reinforcing bar connector is less than 20mm, weld seam adopts bevel welding, and bevel angle is 45 ��; When the thickness of plate is more than 20mm, weld seam should adopt bilateral groove welding, bevel angle 45 ��.
The construction method of above-mentioned earthquake-proof frame top story knee joint structure, it is characterised in that: adopt following steps:
1, the beam upper reinforcement double nut processing screw terminal is fastenedly connected on reinforcing bar connector beam muscle connecting plate;
When 2, building Top-Exterior Columns of PC, upper end is processed the lower end of reinforcing bar inside the lower end of reinforcing bar outside the post of screw terminal and post and has been connected in place with bottom joint bar, the stirrup of the good post of colligation, shut template, build;
3, after the concrete initial set of post, the knee level stirrup processed is inserted in by post muscle top, carries out in place, colligation;
4, by the beam upper reinforcement with reinforcing bar connector, it is in place that lower rebar puts into node area, is fastenedly connected on reinforcing bar connector post muscle connecting plate by reinforcing bar double nut outside the post with screw terminal of the termination;
5, the reinforcing bar of orthogonal beam being run through node, colligation is in place;
6, at node area casting concrete.
Other physical dimensions of above-mentioned reinforcing bar connector the physical dimension according to top story knee joint, outside beam upper reinforcement, post, the quantity of reinforcing bar and diameter are determined according to the ABC routine of this area.
The beam upper reinforcement of above-mentioned processing screw terminal is carry out steel bar head processing in the end of beam upper reinforcement, and silk head length takes the thickness of reinforcing bar connector plus 3 ~ 4 times of bar diameters.
Outside the post of above-mentioned processing screw terminal, reinforcing bar is that the end of reinforcing bar carries out steel bar head processing outside post, and silk head length takes the thickness of reinforcing bar connector plus 3 ~ 4 times of bar diameters.
The method have the advantages that
The present invention is applicable to earthquake territory Top Floor on Frame Structure end node, reinforcing bar connection in node outside the top story knee joint central sill upper reinforcement of frame-shear-wall structure frame part and post, solve and be positioned at outside the framework top story knee joint beam upper reinforcement of earthquake territory, post reinforcing bar and cause affect reinforcing bar and concrete adhesive property because of overlap joint, node area reinforcing bar is crowded is not easy to construction and the construction quality problem brought, and is embodied in:
(1) can avoid node under earthquake repeated action, the Relative sliding that outside beam upper reinforcement, post, reinforcing bar causes because of overlap joint, make the anti-seismic performance of top story knee joint deteriorate;
(2) owing to post muscle, beam muscle need not bend overlap joint, in place, the colligation of node area stirrup of being more convenient for, it is ensured that the construction quality of stirrup;
(3) reinforcing bar that outside beam upper reinforcement, post, reinforcing bar causes at node area overlap joint can be improved crowded, it is simple to by node top casting concrete, keep concreting unobstructed, not only increase work efficiency, also ensure that concrete pouring quality;
(4) pattern that reinforcing bar connector is provided and delivered according to reinforcing bar produces in factory, and integral installation is made into the connecting device of reinforcing bar outside beam upper reinforcement and post at the construction field (site), it is possible to increase construction precision and speed;
(5) beam upper reinforcement, reinforcing bar is changed into by overlap joint and connecting with reinforcing bar connector outside post, it is possible to save rolled steel dosage.
Accompanying drawing explanation
Fig. 1 is the beam inside lap schematic diagram of the top story knee joint negative bending moment rib of " Code for design of concrete structures " GB50010 2010;
1 beam in figure; 2 posts; Reinforcing bar outside the post of beam-ends is stretched into after 3 bendings; The 4 post outer corners reinforcing bars that can not stretch into beam-ends; 5 beam upper reinforcements.
Fig. 2 is the post inside lap schematic diagram of the top story knee joint negative bending moment rib of " Code for design of concrete structures " GB50010 2010;
1 beam in figure; 2 posts; The beam upper reinforcement in post is stretched into after 3' bending; Reinforcing bar outside 4' post.
Fig. 3 is the three dimensions schematic diagram of reinforcing steel bar connecting device outside beam upper reinforcement and the post of the embodiment of the present invention;
6 beam in figure; 7 posts; 8 reinforcing bar connectors; Reinforcing bar outside 9 posts; 10 beam upper reinforcements;11 beam steel nuts; 12 post reinforcing bar nuts.
Fig. 4 is the reinforcing bar connector three dimensions schematic diagram of the embodiment of the present invention;
13 beam muscle connecting plate in figure; 14 post muscle connecting plates; 15 middle connecting plates; 16 weld seam angles; 17 beam steel holes; 18 post reinforced holes.
Fig. 5 is the mixed lateral column reinforcing bar three-dimensional graph with upper beam reinforcing bar of the embodiment of the present invention;
19 post reinforcing bar screw terminal in figure; 20 beam steel screw terminals.
Fig. 6 is the reinforcing bar connector bevel for welding angle schematic diagram of the embodiment of the present invention;
13 beam muscle connecting plate in figure; 14 post muscle connecting plates; 15 middle connecting plates; The outer angle of 16 welding.
Detailed description of the invention
By the examples below the present invention is specifically described; be necessary it is pointed out here that be; following example are served only for the present invention is further detailed; it is not intended that limiting the scope of the invention, the present invention can be made some nonessential improvement and adjustment according to foregoing invention content by the person skilled in the art in this field.
Embodiment 1
The strength classes of structural steel of reinforcing bar connector is conventionally determined according to the strength grade of reinforcing bar outside beam upper reinforcement, post. The strength classes of structural steel of reinforcing bar connector should be not less than the maximum intensity reinforcing bar grade in connected reinforcing bar. Physical dimension according to top story knee joint, outside beam upper reinforcement, post, the quantity of reinforcing bar and diameter conventionally determine the physical dimension of reinforcing bar connector. The post muscle connecting plate of composition reinforcing bar connector, the thickness h of beam muscle connecting plate and middle connecting plate is identical, is calculated by formula (1).
(1)
In formula: h reinforcing bar connector thickness;
ncThe total radical of reinforcing bar outside post;
B node width;
deqThe equivalent diameter of reinforcing bar outside post,, nk��dckThe respectively radical of reinforcing bar and the nominal diameter of reinforcing bar outside kth kind diameter post outside kth kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
Such as: when the outside reinforcing bar stretching into top story knee joint post is 3 diameter 20mm reinforcing bars adding 4 diameter 25mm, having the reinforcing bar of two kinds of diameters here, i.e. i=2, the reinforcing bar of the first diameter is 3 diameter 20mm, i.e. n1=3, dc1=20mm; The reinforcing bar of the second diameter is 4 diameter 25mm, i.e. n2=4, dc2=25mm, then outside post, the equivalent diameter of reinforcing bar is:
��
Boring: according to the position of reinforcing bar, the quantity of beam upper reinforcement, diameter and reinforcing bar outside post, holes respectively on the post muscle connecting plate of reinforcing bar connector and beam muscle connecting plate. It is specially and beam muscle connecting plate (13) is bored beam steel hole (17); By post muscle connecting plate (14) drill string reinforced hole (18); The diameter in each hole preferably takes reinforcing bar nominal diameter and adds 3mm.
Welding: by post muscle connecting plate (14), the two ends (referring to Fig. 4) that beam muscle connecting plate (13) is welded in middle connecting plate (15) homonymy, and the outer angle (16) of welding is 45 �� (referring to Fig. 6). Welding should meet the relevant regulations of " construction steel structure solder technology code " JGJ81.
Processing screw terminal: the end of beam upper reinforcement (10) is processed screw terminal (20); The end of reinforcing bar outside post (9) is processed screw terminal (19) (referring to Fig. 5). Steel bar head processing is processed according to the silk head of ordinary straight threaded reinforcing bar joint, the relevant regulations of " mechanical connection technique of reinforcement code " JGJ107 that should conform to current standards.
Fixing of beam upper reinforcement: the beam upper reinforcement (10) double nut (11) processing screw terminal is fastenedly connected reinforcing bar reinforcing bar connector (8) upper (referring to Fig. 3).Steel bar head should stretch out nut, and it is pitch that protruded length is not preferably less than 1.0p(p).
Post (7) is concrete builds: before building top layer post, upper end has processed the lower end of reinforcing bar inside the lower end of reinforcing bar outside the post of screw terminal and post and has been connected in place with bottom joint bar, and the stirrup of the good post of colligation shuts template, builds.
After the concrete initial set of post, the knee level stirrup processed is inserted in by post muscle top, carries out in place, colligation.
Will with the beam upper reinforcement of reinforcing bar connector (8), it is in place that lower rebar puts into node area, is fastenedly connected on reinforcing bar connector by reinforcing bar (9) double nut (12) outside the post with screw terminal of the termination; So far the upper reinforcement of beam is connected as one by reinforcing bar connector with the outside reinforcing bar of post, this reinforcing bar connector can either bolster upper beam muscle and mixed lateral column muscle transmission pulling force, it also is able to the pressure bearing beam upper reinforcement and the transmission of mixed lateral column muscle, it is ensured that node can bear the repeated action of earthquake.
The reinforcing bar of orthogonal beam is run through node, and colligation is in place, node area casting concrete, end-of-job.
Under geological process, top story knee joint district is by beam-ends, the moment of flexure repeatedly of styletable and shearing action, top story knee joint adopts the structure with reinforcing bar connector and the construction method of the present invention, can be obviously improved node top due to intensive the brought casting concrete of reinforcing bar not smooth, not only improve concrete pouring quality, and improve work efficiency. This method does not need reinforcing bar and beam upper reinforcement outside coupled columns and carries out bending overlap joint, facilitate the in place of node area stirrup and colligation construction, when particularly node area is provided with compound stirrup, ensure that the accuracy of the reinforcement location of node area, stirrup spacing and 135 ��, stirrup termination, improve construction quality; Beam upper reinforcement is connected by adapter with reinforcing bar outside post, it is possible to bear more reliably seismic draw, pressure, it is ensured that the anti-seismic performance of node; The pattern that reinforcing bar connector is provided and delivered according to reinforcing bar produces in factory, is assembled into the connecting device of reinforcing bar outside beam upper reinforcement and post at the construction field (site), it is possible to increase on-the-spot construction precision and speed; Outside beam upper reinforcement, post, reinforcing bar is changed into by overlap joint and connecting with reinforcing bar connector, it is possible to save rolled steel dosage.
Claims (9)
1. the construction method of an earthquake-proof frame top story knee joint structure, it is characterized in that: described earthquake-proof frame top story knee joint structure includes reinforcing bar and reinforcing bar connector outside beam upper reinforcement, post, wherein with double nut, beam upper reinforcement is fixed on the beam muscle connecting plate of reinforcing bar connector, with double nut, reinforcing bar outside post is fixed on the post muscle connecting plate of reinforcing bar connector; Described reinforcing bar connector is connected is constituted by post muscle connecting plate, beam muscle connecting plate and middle connecting plate; Its center pillar muscle connecting plate, the centrally located connecting plate homonymy of beam muscle connecting plate two ends, its outer angle is 45 ��, and described post muscle connecting plate, beam muscle connecting plate are equipped with steel holding holes; Specific construction step is:
1), the beam upper reinforcement double nut processing screw terminal is fastenedly connected on reinforcing bar connector beam muscle connecting plate;
2), build top layer post before, upper end has been processed the lower end of reinforcing bar inside the lower end of reinforcing bar outside the post of screw terminal and post and has been connected in place with bottom joint bar, the stirrup of the good post of colligation, shut template, build;
3), after the concrete initial set of post, the knee level stirrup processed is inserted in by post muscle top, carries out in place, colligation;
4), by the beam upper reinforcement with reinforcing bar connector, it is in place that lower rebar puts into node area, is fastenedly connected on reinforcing bar connector post muscle connecting plate by reinforcing bar double nut outside the post with screw terminal of the termination;
5), the reinforcing bar of orthogonal beam being run through node, colligation is in place;
6), at node area casting concrete.
2. construction method as claimed in claim 1, it is characterised in that: the post muscle connecting plate of reinforcing bar connector, the thickness h of beam muscle connecting plate and middle connecting plate is identical.
3. construction method as claimed in claim 1 or 2, it is characterised in that: the thickness h of reinforcing bar connector is prepared by equation below:
In formula: h reinforcing bar connector thickness;
ncThe total radical of reinforcing bar outside post;
B node width;
deqThe equivalent diameter of reinforcing bar outside post,, nk��dckThe respectively radical of reinforcing bar and the nominal diameter of reinforcing bar outside kth kind diameter post outside kth kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
4. construction method as claimed in claim 3, it is characterised in that: the thickness h of reinforcing bar connector >=be connected 0.8 times of maximum gauge in post reinforcing bar and beam steel and the thickness h >=14mm of reinforcing bar connector.
5. construction method as claimed in claim 3, it is characterised in that: the width of post muscle connecting plate is be connected in post muscle 3 times of maximum gauge.
6. construction method as claimed in claim 4, it is characterised in that: the width of beam muscle connecting plate is be connected in beam muscle 3 times of maximum gauge.
7. construction method as claimed in claim 4, it is characterised in that: the width of middle connecting plate takes 2 times of post muscle maximum gauge.
8. construction method as claimed in claim 4, it is characterised in that: the length of middle connecting plate takes node width b and deducts 2deq��
9. construction method as claimed in claim 1, it is characterised in that: reinforcing bar connector is welded by post muscle connecting plate, beam muscle connecting plate and middle connecting plate; During described welding, when the plate thickness of reinforcing bar connector is less than 20mm, weld seam adopts bevel welding; When the thickness of plate is more than 20mm, weld seam adopts bilateral groove welding.
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| CN201410402865.0A CN104131631B (en) | 2014-08-15 | 2014-08-15 | A kind of construction method of earthquake-proof frame top story knee joint structure |
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| CN201410402865.0A CN104131631B (en) | 2014-08-15 | 2014-08-15 | A kind of construction method of earthquake-proof frame top story knee joint structure |
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| CN104131631B true CN104131631B (en) | 2016-06-08 |
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| CN108487462B (en) * | 2018-03-26 | 2020-09-01 | 詹焕辉 | Anchoring method for steel bars in concrete frame node |
| CN111155719A (en) * | 2020-01-02 | 2020-05-15 | 中国核电工程有限公司 | Arrangement method of node horizontal steel bars and node horizontal steel bar structure |
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| JP2003261993A (en) * | 2002-03-08 | 2003-09-19 | Nippon Steel Corp | Column and beam coupling structure |
| CN2595915Y (en) * | 2002-12-12 | 2003-12-31 | 钟韵 | Improved concrete steel bar position limitor |
| CN101812869A (en) * | 2010-04-02 | 2010-08-25 | 清远市建巢工业设计有限公司 | Prefabricated reinforced concrete unit body for building and prefabricating method thereof |
| CN202081516U (en) * | 2010-12-31 | 2011-12-21 | 哈尔滨工业大学深圳研究生院 | Node structure for solid-web section steel concrete column and reinforced concrete beam |
| CN203769090U (en) * | 2014-03-18 | 2014-08-13 | 北京光景照明设计有限公司 | Structural frame and connection structure of lapping position of beam column frame |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003261993A (en) * | 2002-03-08 | 2003-09-19 | Nippon Steel Corp | Column and beam coupling structure |
| CN2595915Y (en) * | 2002-12-12 | 2003-12-31 | 钟韵 | Improved concrete steel bar position limitor |
| CN101812869A (en) * | 2010-04-02 | 2010-08-25 | 清远市建巢工业设计有限公司 | Prefabricated reinforced concrete unit body for building and prefabricating method thereof |
| CN202081516U (en) * | 2010-12-31 | 2011-12-21 | 哈尔滨工业大学深圳研究生院 | Node structure for solid-web section steel concrete column and reinforced concrete beam |
| CN203769090U (en) * | 2014-03-18 | 2014-08-13 | 北京光景照明设计有限公司 | Structural frame and connection structure of lapping position of beam column frame |
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