CN104131631A - Structure of top layer end node of anti-seismic framework and construction method of structure - Google Patents
Structure of top layer end node of anti-seismic framework and construction method of structure Download PDFInfo
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- CN104131631A CN104131631A CN201410402865.0A CN201410402865A CN104131631A CN 104131631 A CN104131631 A CN 104131631A CN 201410402865 A CN201410402865 A CN 201410402865A CN 104131631 A CN104131631 A CN 104131631A
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Abstract
The invention provides a structure of a top layer end node of an anti-seismic framework. The structure uses a steel bar connector formed by welding a post bar connecting plate, a beam bar connecting plate and a middle connecting plate. The structure provided by the invention is used for the top layer end node of a framework structure in a seismic region. Through the connection of post outer side steel bars and beam upper part steel bars in the top layer end node of the framework part of a framework-shear wall structure in the nodes, the problems of influence on the bonding performance of the steel bars and concrete due to the lap joint of the post outer side steel bars and the beam upper part steel bars in the top layer end node of the framework in the seismic region, and the construction quality caused by construction inconvenience due to crowded steel bars in a node region are solved. The invention also provides a construction method of the structure of the top layer end node of the anti-seismic framework.
Description
Technical field
The present invention relates to a kind of framework top layer end node, particularly relate to a kind of structure and construction method thereof of earthquake-proof frame top layer end node.
Background technology
Be subject to the frame construction of geological process, in the top layer end node of the frame part of frame shear wall structure, transmit the requirement of hogging moment in order to meet beam-ends and styletable, stretch into reinforcing bar outside the beam upper reinforcement of node and post and must take the method overlapping in node.The engineering construction standard of China and the bridging method that atlas provides mainly contain at present:
1, beam inside lap method (" Code for design of concrete structures " GB50010-2010).As shown in Figure of description Fig. 1, reinforcing bar extends the backward beam-ends bending in node top outside post, and beam upper reinforcement extends the backward lower bending of node opposite side, and beam, post reinforcing bar bend overlap joint in node outside and end face, and total lap length is not less than 1.5l
abE, l herein
abEfor the antidetonation anchorage length of reinforcing bar.For clarity, in Fig. 1, do not draw the inner side reinforcing bar of post, the lower rebar of beam, the vertical muscle in upper and lower part of orthogonal beam and the stirrup of node area.The shortcoming of this bridging method is: (1) is because the breadth of section of common post is wider than the breadth of section of beam, therefore the arrangement of reinforcing bar and the arrangement of the beam upper reinforcement overlap joint that conventionally can not align outside post, cause the beam, post reinforcing bar can not consistency from top to bottom at the top of node, the upper reinforcement that adds orthogonal beam also will run through node from node top along another orthogonal direction, make by node top in node when concreting, usually build not smooth, not only reduce labor productivity, also very easily occurred concrete pouring quality problem; (2) in the time placing node area stirrup, particularly node size is larger, need to be in the time that node area arrange 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 post outside reinforcing bar straight line overlap joint outside node.Total lap length is not less than 1.7l
abE, l herein
abEfor the antidetonation anchorage length of reinforcing bar.In like manner, for clarity, in Fig. 1, do not draw the inner side reinforcing bar of post, the lower rebar of beam, the vertical muscle in upper and lower part of orthogonal beam and the stirrup of node area.The method disadvantage is because the length of reinforcing bar straight line overlap joint is long (for example, for secondary antidetonation grade framework, get the HRB400MPa grade reinforcing steel of C30 concrete, diameter 20mm, its lap length is 1.972m), because constuction joint is arranged on beam bottom position, in the time building the concrete of post, must in advance the length part bending at the bottom of beam muscle exceed beam be cast in post.During the concrete coagulation of post, the disturbance when being stretched out longer bending beam muscle and be subject to constructing by capital, will obviously affect overlap reinforcing bar and concrete bonding, thus impact overlap joint quality.Therefore in current engineering construction, seldom adopt this kind of bridging method.
3, the beam as shown in " Bar Anchorage plate application technology code " JGJ 256-2011 (the tenth page of Fig. 4 .1.3-3), bridging method that post muscle end adds anchor plate: the outside reinforcing bar of post extends node top after end adds anchor plate, except bight reinforcing bar directly extends node top, all the other post muscle all bend to beam-ends after extending node top, require the anchor head of post muscle to extend node inner side.Beam upper reinforcement extends node opposite side after end adds anchor plate, and beam, post reinforcing bar with anchor plate are taked straight line overlap joint at node end face.In this bridging method, owing to having shortened the lap length of reinforcing bar, for ensureing that overlap has good power transmission effect, need the special U-shaped reinforcing bar inserting from top to bottom that arranges on the beam muscle in bar splicing district.The shortcoming of this bridging method is: (1) is not owing to being that whole mixed lateral column muscle can both overlap with beam muscle (two, bight mixed lateral column muscle do not participate in overlap joint), if the post muscle diameter of selecting is large, radical is few, just few with the post muscle percentage of the effective overlap joint of beam muscle, the hogging moment that can effectively transmit will be affected, and therefore the validity of this bridging method also needs further inspection and investigates; (2) this bridging method still could not effectively solve along the problem of node top concreting difficulty.The horizontal hoop of node area and compound stirrup are original just makes the reinforcing bar of node area very crowded, in the time adopting in this way, the U-shaped muscle that need insert on node top some, this,, by making the reinforcing bar of node area more crowded, is more unfavorable for concrete building.
At present in the work progress of framework top layer end node, node area stirrup in place, while being particularly designed with compound stirrup, the accurate in place of stirrup is a great problem of constructing.Because not only having the reinforcing bar of the total both direction orthogonal beam of other position node and styletable reinforcing bar, top layer end node runs through that the reinforcing bar of the node area that node (or carrying out anchoring at intra-node) causes is intensive, congested problem, the stirrup difficult problem in place that the special bending overlap joint (three kinds of bridging methods as above) that also has reinforcing bar outside top layer end node beam-ends upper reinforcement and styletable to stretch into after node to carry out at node area and beam or styletable causes, has bent being inserted in of reinforcing bar outside post in 90 ° or beam upper steel influential point of tendons overslaugh stirrup in place.Constructor often have at the construction field (site) the stirrup having sealed be pulled open again carry out in place.So not only increase engineering time and the difficulty of top layer end node, brought certain impact also to the accuracy of stirrup position, 135 ° of crotch angles of spacing and stirrup end, thereby have influence on the anti-seismic performance of node area.
Visible, at present in China's frame construction and frame shear wall structure, reinforcing bar does not all fundamentally solve not only constructability but also have good stressed and anti-seismic performance problem of node at the bridging method of node area outside three kinds of beam upper reinforcements that the design to top layer end node and construction adopt and post.
Summary of the invention
The object of this invention is to provide a kind of structure of earthquake-proof frame top layer end node, for being connected of framework top layer end node beam upper reinforcement and reinforcing bar outside post, can effectively solve the problem of the crowded and stirrup difficulty in place of node area reinforcing bar.
Another object of the present invention is to provide a kind of construction method of earthquake-proof frame top layer end node structure.
The object of the present invention is achieved like this:
A kind of structure of earthquake-proof frame top layer end node, it is characterized in that: comprise reinforcing bar and reinforcing bar connector outside beam upper reinforcement, post, wherein with double nut, beam upper reinforcement is fixed on the beam muscle junction plate of reinforcing bar connector, reinforcing bar outside post is fixed on the post muscle junction plate of reinforcing bar connector with double nut; Described reinforcing bar connector by post muscle junction plate, beam muscle junction plate and middle connecting plate through connecting and composing; Its center pillar muscle junction plate, beam muscle junction plate are positioned at the two ends of middle connecting plate homonymy, and its outer angle is 45 °, on described post muscle junction plate, beam muscle junction plate, are equipped with reinforcing bar fixing hole.
The strength classes of structural steel of above-mentioned reinforcing bar connector is determined according to the strength grade of reinforcing bar outside beam upper reinforcement, post is conventional by those skilled in the art.
The physical dimension of above-mentioned reinforcing bar connector is according to the physical dimension of top layer end node, and quantity and the diameter of reinforcing bar determined outside beam upper reinforcement, post.
The post muscle junction plate of above-mentioned reinforcing bar connector, the thickness h of beam muscle junction plate and middle connecting plate is identical, calculates by formula (1).
In formula: h-reinforcing bar connector thickness;
N
cthe total radical of reinforcing bar outside-post;
B-node width;
D
eqthe equivalent diameter of reinforcing bar outside-post,
n
k, d
ckbe respectively the nominal diameter of reinforcing bar outside the radical of reinforcing bar outside k kind diameter post and k kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
Inventor finds under study for action, if thereby the too small meeting of the maximum gauge of post or beam steel causes the thinner thickness of connector to make the rigidity of reinforcing bar connector inadequate, the thickness h of above-mentioned reinforcing bar connector is not less than and is connected in post reinforcing bar and beam steel 0.8 times of maximum gauge and the thickness h of above-mentioned reinforcing bar connector is not less than 14mm.
The width of above-mentioned post muscle junction plate, beam muscle junction plate is got respectively and is connected in post muscle in maximum gauge and beam muscle 3 times of maximum gauge, and the width of middle connecting plate is got 2 times of post muscle maximum gauge.
The length of above-mentioned junction plate is got node width b and is deducted 2d
eq.
Above-mentioned reinforcing bar connector can adopt the mode of welding to connect, and when welding, in the time that the thickness of reinforcing bar connector is less than 20mm, weld seam adopts monolateral groove welding, and bevel angle is 45 °; In the time that the thickness of plate is greater than 20mm, weld seam should adopt bilateral groove welding, 45 ° of bevel angles.
The construction method of above-mentioned earthquake-proof frame top layer end node structure, is characterized in that: adopt following steps:
1, the beam upper reinforcement double nut of processing screw terminal is fastenedly connected on reinforcing bar connector beam muscle junction plate;
2, while building Top-Exterior Columns of PC, upper end has been processed outside the post of screw terminal to the lower end of reinforcing bar and the lower end of reinforcing bar inside post and be connected in placely with bottom joint bar, the stirrup of the good post of colligation, shuts template, builds;
3, after the concrete initial set of post, the node horizontal hoop processing 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 is put into node area, and termination is fastenedly connected on reinforcing bar connector post muscle junction plate with double nut with reinforcing bar outside the post of screw terminal;
5, the reinforcing bar of orthogonal beam is run through to node, colligation is in place;
6, at node area concreting.
Other physical dimensions of above-mentioned reinforcing bar connector are according to the physical dimension of top layer end node, and quantity and the diameter of reinforcing bar determined according to the ABC of this area is conventional outside beam upper reinforcement, post.
The beam upper reinforcement of above-mentioned processing screw terminal is to carry out steel bar head processing in the end of beam upper reinforcement, and the thickness that a silk length is got reinforcing bar connector adds 3～4 times of bar diameters.
Outside the post of above-mentioned processing screw terminal, reinforcing bar is that steel bar head processing is carried out in the end of reinforcing bar outside post, and the thickness that a silk length is got reinforcing bar connector adds 3～4 times of bar diameters.
The present invention has following beneficial effect:
The present invention is applicable to earthquake zone Top Floor on Frame Structure end node, top layer end node central sill upper reinforcement and being connected in node of reinforcing bar outside post of frame shear wall structure frame part, solve outside the framework top layer end node beam upper reinforcement, post that is positioned at earthquake zone reinforcing bar and caused affecting reinforcing bar and concrete adhesive property because of overlap joint, the crowded construction quality problem that is not easy to construction and brings of node area reinforcing bar, is embodied in:
(1) can avoid node under earthquake repeated action, reinforcing bar, because of the relative slippage that overlap joint causes, makes the anti-seismic performance of top layer end node deteriorated outside beam upper reinforcement, post;
(2) because post muscle, beam muscle do not need bending overlap joint, in place, the colligation of the node area of being more convenient for stirrup, the construction quality of guarantee stirrup;
(3) can improving outside beam upper reinforcement, post reinforcing bar, to overlap in node area the reinforcing bar causing crowded, is convenient to by node top concreting, keeps concreting unobstructed, not only improved operating efficiency, also ensured concrete pouring quality;
(4) reinforcing bar connector is produced in factory according to the pattern of reinforcing bar dispensing, and integral installation is made into the linkage of reinforcing bar outside beam upper reinforcement and post at the construction field (site), can improve construction precision and speed;
(5) outside beam upper reinforcement, post, reinforcing bar is changed into and being connected with reinforcing bar connector by overlap joint, can save rolled steel dosage.
Brief description of the drawings
Fig. 1 is the beam inside lap schematic diagram of the top layer end node negative bending moment rib of " Code for design of concrete structures " GB50010-2010;
1-beam in figure; 2-post; After 3-bending, stretch into reinforcing bar outside the post of beam-ends; 4-can not stretch into bight reinforcing bar outside the post of beam-ends; 5-beam upper reinforcement.
Fig. 2 is the post inside lap schematic diagram of the top layer end node negative bending moment rib of " Code for design of concrete structures " GB50010-2010;
1-beam in figure; 2-post; After 3 '-bending, stretch into the beam upper reinforcement in post; Reinforcing bar outside 4 '-post.
Fig. 3 is the three dimensions schematic diagram of reinforcing steel bar connecting device outside the beam upper reinforcement of the embodiment of the present invention and post;
6-beam in figure; 7-post; 8-reinforcing bar connector; Reinforcing bar outside 9-post; 10-beam upper reinforcement; 11-beam steel nut; 12-post reinforcing bar nut.
Fig. 4 is the reinforcing bar connector three dimensions schematic diagram of the embodiment of the present invention;
13-beam muscle junction plate in figure; 14-post muscle junction plate; 15-middle connecting plate; 16-weld seam angle; 17-beam steel hole; 18-post reinforced hole.
Fig. 5 is the mixed lateral column reinforcing bar of the embodiment of the present invention and the three-dimensional graph of top beam steel;
19-post reinforcing bar screw terminal in figure; 20-beam steel screw terminal.
Fig. 6 is the reinforcing bar connector bevel for welding angle schematic diagram of the embodiment of the present invention;
13-beam muscle junction plate in figure; 14-post muscle junction plate; 15-middle connecting plate; The outer angle of 16-welding.
Detailed description of the invention
Below by embodiment, the present invention is specifically described; be necessary to be pointed out that at this; following examples are only for being further detailed the present invention; can not be interpreted as limiting the scope of the invention, the person skilled in the art in this field can make some nonessential improvement and adjustment to the present invention according to foregoing invention content.
Embodiment 1
Determine the strength classes of structural steel of reinforcing bar connector according to conventional method 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 being connected in reinforcing bar.According to the physical dimension of top layer end node, the quantity of reinforcing bar and diameter are determined the physical dimension of reinforcing bar connector according to conventional method outside beam upper reinforcement, post.The post muscle junction plate of composition reinforcing bar connector, the thickness h of beam muscle junction plate and middle connecting plate is identical, calculates by formula (1).
In formula: h-reinforcing bar connector thickness;
N
cthe total radical of reinforcing bar outside-post;
B-node width;
D
eqthe equivalent diameter of reinforcing bar outside-post,
n
k, d
ckbe respectively the nominal diameter of reinforcing bar outside the radical of reinforcing bar outside k kind diameter post and k kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
For example: be the reinforcing bar that 3 diameter 20mm add 4 diameter 25mm when stretching into the outside reinforcing bar of top layer end node post, have 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. n
1=3, d
c1=20mm; The reinforcing bar of the second diameter is 4 diameter 25mm, i.e. n
2=4, d
c2=25mm, outside post, the equivalent diameter of reinforcing bar is:
Boring: according to the position of quantity, diameter and the reinforcing bar of reinforcing bar, beam upper reinforcement outside post, hole on the post muscle junction plate of reinforcing bar connector and beam muscle junction plate respectively.Be specially beam muscle junction plate (13) is bored to beam steel hole (17); By post muscle junction plate (14) drill string reinforced hole (18); The diameter in each hole is preferably got reinforcing bar nominal diameter and is added 3mm.
Welding: by post muscle junction plate (14), beam muscle junction plate (13) is welded in to the two ends (referring to Fig. 4) of 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: by the end processing screw terminal (20) of beam upper reinforcement (10); By the end processing screw terminal (19) (referring to Fig. 5) of reinforcing bar (9) outside post.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 " JGJ 107 that should conform to current standards.
Fixing of beam upper reinforcement: beam upper reinforcement (10) double nut (11) of processing screw terminal is fastenedly connected to reinforcing bar reinforcing bar connector (8) upper (referring to Fig. 3).Steel bar head should stretch out nut, and protruded length should not be less than 1.0p (p is pitch).
Concrete the building of post (7): build before top layer post, upper end has been processed outside the post of screw terminal to the lower end of reinforcing bar and the lower end of reinforcing bar inside post and be connected in placely with bottom joint bar, the stirrup of the good post of colligation, shuts template, builds.
After the concrete initial set of post, the node horizontal hoop processing is inserted in by post muscle top, carries out in place, colligation.
Will be with the beam upper reinforcement of reinforcing bar connector (8), it is in place that lower rebar is put into node area, and termination is fastenedly connected on reinforcing bar connector with double nut (12) with reinforcing bar (9) outside the post of screw terminal; So far the outside reinforcing bar of the upper reinforcement of beam and post connects as one by reinforcing bar connector, this reinforcing bar connector can either bolster top beam muscle and the pulling force that transmits of mixed lateral column muscle, also can bear the pressure that beam upper reinforcement and mixed lateral column muscle transmit, ensure that node can bear the repeated action of earthquake.
The reinforcing bar of orthogonal beam is run through to node, and colligation is in place, node area concreting, end-of-job.
Under geological process, top layer end node district is subject to moment of flexure repeatedly and the shearing action of beam-ends, styletable, top layer end node adopts the structure with reinforcing bar connector of the present invention and construction method, can obviously improve node top because intensive the brought concreting of reinforcing bar is not smooth, not only improve concrete pouring quality, and improved operating efficiency.This method does not need reinforcing bar and beam upper reinforcement outside coupled columns to bend overlap joint, facilitate the in place and colligation construction of node area stirrup, when particularly node area is provided with compound stirrup, the accuracy that can ensure 135 ° of the reinforcement location, stirrup spacing of node area and stirrup terminations, improves construction quality; Beam upper reinforcement is connected by connector with reinforcing bar outside post, can bear more reliably seismicly draw, pressure, ensure the anti-seismic performance of node; Reinforcing bar connector is produced in factory according to the pattern of reinforcing bar dispensing, is assembled at the construction field (site) the linkage of reinforcing bar outside beam upper reinforcement and post, can improve on-the-spot construction precision and speed; Outside beam upper reinforcement, post, reinforcing bar is changed into and being connected with reinforcing bar connector by overlap joint, can save rolled steel dosage.
Claims (10)
1. the structure of an earthquake-proof frame top layer end node, it is characterized in that: comprise reinforcing bar and reinforcing bar connector outside beam upper reinforcement, post, wherein with double nut, beam upper reinforcement is fixed on the beam muscle junction plate of reinforcing bar connector, reinforcing bar outside post is fixed on the post muscle junction plate of reinforcing bar connector with double nut; Described reinforcing bar connector by post muscle junction plate, beam muscle junction plate and middle connecting plate through connecting and composing; Its center pillar muscle junction plate, beam muscle junction plate are positioned at the two ends of middle connecting plate homonymy, and its outer angle is 45 °, on described post muscle junction plate, beam muscle junction plate, are equipped with reinforcing bar fixing hole.
2. structure as claimed in claim 1, is characterized in that: the post muscle junction plate of reinforcing bar connector, the thickness h of beam muscle junction plate and middle connecting plate is identical.
3. structure as claimed in claim 1 or 2, is characterized in that: the thickness h of reinforcing bar connector is made by following formula:
In formula: h-reinforcing bar connector thickness;
N
cthe total radical of reinforcing bar outside-post;
B-node width;
D
eqthe equivalent diameter of reinforcing bar outside-post,
n
k, d
ckrespectively
Be the nominal diameter of reinforcing bar outside the radical of reinforcing bar outside k kind diameter post and k kind diameter post, i is the quantity of reinforcing bar different-diameter outside post.
4. structure as claimed in claim 3, is characterized in that: the thickness h of reinforcing bar connector >=be connected 0.8 times and the thickness h >=14mm of reinforcing bar connector of maximum gauge in post reinforcing bar and beam steel.
5. structure as claimed in claim 3, is characterized in that: the width of post muscle junction plate is to be connected 3 times of maximum gauge in post muscle.
6. structure as claimed in claim 4, is characterized in that: the width of beam muscle junction plate is to be connected 3 times of maximum gauge in beam muscle.
7. structure as claimed in claim 4, is characterized in that: the width of middle connecting plate is got 2 times of post muscle maximum gauge.
8. structure as claimed in claim 4, is characterized in that: the length of middle connecting plate is got node width b and deducted 2d
eq.
9. structure as claimed in claim 1, is characterized in that: reinforcing bar connector is welded by post muscle junction plate, beam muscle junction plate and middle connecting plate; When described welding, in the time that the plate thickness of reinforcing bar connector is less than 20mm, weld seam adopts monolateral groove welding; In the time that the thickness of plate is greater than 20mm, weld seam adopts bilateral groove welding.
10. the construction method of constructing as described in top as arbitrary in claim 1-9, comprises the steps:
1), the beam upper reinforcement double nut of processing screw terminal is fastenedly connected on reinforcing bar connector beam muscle junction plate;
2), build before top layer post, upper end has been processed inside the lower end of reinforcing bar outside the post of screw terminal and post to the lower end of reinforcing bar and has been connected in placely with bottom joint bar, the stirrup of the good post of colligation, shuts template, builds;
3), after the concrete initial set of post, the node horizontal hoop processing is inserted in by post muscle top, carry out in place, colligation;
4), by the beam upper reinforcement with reinforcing bar connector, it is in place that lower rebar is put into node area, and termination is fastenedly connected on reinforcing bar connector post muscle junction plate with double nut with reinforcing bar outside the post of screw terminal;
5), the reinforcing bar of orthogonal beam is run through to node, colligation is in place;
6), at node area concreting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410402865.0A CN104131631B (en) | 2014-08-15 | 2014-08-15 | A kind of construction method of earthquake-proof frame top story knee joint structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410402865.0A CN104131631B (en) | 2014-08-15 | 2014-08-15 | A kind of construction method of earthquake-proof frame top story knee joint structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104131631A true CN104131631A (en) | 2014-11-05 |
| CN104131631B CN104131631B (en) | 2016-06-08 |
Family
ID=51804469
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|---|---|---|---|
| CN201410402865.0A Expired - Fee Related 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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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487462A (en) * | 2018-03-26 | 2018-09-04 | 詹焕辉 | Reinforcing bar in a kind of concrete frame node（Antidetonation）Anchoring process |
| 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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| 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)
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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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487462A (en) * | 2018-03-26 | 2018-09-04 | 詹焕辉 | Reinforcing bar in a kind of concrete frame node（Antidetonation）Anchoring process |
| 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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|---|---|
| CN104131631B (en) | 2016-06-08 |
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