CN101956461B - Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam - Google Patents
Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam Download PDFInfo
- Publication number
- CN101956461B CN101956461B CN2010105084683A CN201010508468A CN101956461B CN 101956461 B CN101956461 B CN 101956461B CN 2010105084683 A CN2010105084683 A CN 2010105084683A CN 201010508468 A CN201010508468 A CN 201010508468A CN 101956461 B CN101956461 B CN 101956461B
- Authority
- CN
- China
- Prior art keywords
- reinforcing bar
- longitudinal tensile
- deep beam
- reinforcement
- stirrup
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses a steel bar arrangement method and a steel bar arrangement device for a reinforced concrete deep beam, relates to the technical field of civil engineering, in particular to the technical field of the steel bar arrangement method for the reinforced concrete deep beam by using compression steel bars. The method comprises the following steps of: arranging a filling block on the part where the reinforced concrete deep beam bears concentrated force; arranging longitudinal tensile steel bars, oblique compression steel bars and other steel bars in the reinforced concrete deep beam, wherein the longitudinal tensile steel bars are arranged along the length direction of two supports and the ends of the longitudinal tensile steel bars correspond to the supports respectively; and one end of each of two groups of oblique compression steel bars is respectively connected with the two ends of each longitudinal tensile steel bar, while the other end is intersected with a position corresponding to the filling block; after all steel bar cages are bound, pouring concrete to make the longitudinal tensile steel bars and the oblique compression steel bars form three-pin rigid frames borne by the supports so as to bear top concentrated load on the filling block. The method and the device realize a clearer stress path and more regular stress distribution in the deep beam; and compared with the conventional steel bar arrangement method, the method can still fulfill the aim of achieving the same bearing capacity under the condition of greatly reducing the number of used steel bars.
Description
Technical field
The present invention relates to the technical field of civil engineering, relate in particular to the technical field of utilizing the drawing of reinforced concrete deep beam-oblique compressive reinforcement arrangement of reinforcement device.
Background technology
" Code for design of concrete structures " (GB50010-2002) stipulated, span is a deep beam with the simply supported beam of ratio l/h≤2 of height and the continuous beam of l/h≤2.5.Because deep beam structure build is huge, the stressed complexity of internal system, this has just caused the destruction type of deep beam more.The main mode of failure of deep beam mainly contains three kinds: the one, and bending failure; The 2nd, shear failure; The 3rd, local compression or fastening destruction.In order to resist various destructions, the arrangement of reinforcement more complicated of deep beam.Force method designs in the cross section of specifications recommend employing at present, and deep beam arrangement arrangement of reinforcement is carried out the part strengthen, and guarantees structural safety.
But the internal force of deep beam is very complicated, and the stress in same cross section is very irregular, so the application of force method is had any problem in the cross section.In addition, it is fixed that dark arrangement reinforcing bar is mainly still rule of thumb come, and in order to guarantee safety, distributing bar may dispose excessively, thereby causes waste, and therefore this reinforcement manner is not the ideal designs method.Searching can guarantee deep beam safety, and the arrangement of reinforcement method of saving steel again is problems that many technician consider.
Literature search through prior art is found, Chinese patent application number is 200620136074.9, and a kind of steel plate-concrete combination deep beam is provided, and this invention is assembled armored concrete slab and steel plate by bolt, bear primary load by steel plate, limit the flexing of steel plate by concrete slab.This invention method of operating complexity, and can't bring into play the performance of material fully.Chinese patent application number is 200420043408.9, and a kind of novel built-in reinforcing bar framework reinforced concrete beam is provided, and this invention adds the reinforcing bar framework that is made of oblique steel plate and horizontal steel plate in reinforced concrete deep beam, strengthen the supporting capacity of deep beam.The preparation method of this invention is very complicated, needs the special steel plate that meets the deep beam size of making.In addition, in concrete, imbed the steel plate of bulk, can cause the adhesive property of concrete and steel plate greatly to weaken, cause coming off of monoblock concrete cover easily.
Summary of the invention
What the object of the invention provided a kind of deep beam inside is subjected to power path clearer and more definite, stress distribution is rule more, with existing arrangement of reinforcement method contrast, can reach the arrangement of reinforcement method and the arrangement of reinforcement device of the reinforced concrete deep beam of same bearer power following of the situation that significantly reduces employed number of steel bars.
A kind of arrangement of reinforcement method of reinforced concrete deep beam comprises the steps:
The first step: the bottom transverse at deep beam is arranged the longitudinal tensile reinforcing bar; The end of longitudinal tensile reinforcing bar is provided with crotch respectively;
Second step: an end of two groups of oblique compressive reinforcements is separately fixed in the crotch at the oblique compressive reinforcement of homonymy two ends, the other end overlaps mutually at the deep beam top, oblique compressive reinforcement and longitudinal tensile reinforcing bar form triangular arrangement, and the top is entangled by spiral bar at lap position;
The 3rd step: after the top distributes reinforcing bar to pass spiral bar, be overlapped on the top of oblique compressive reinforcement, the deep beam two ends entangle bottom longitudinal tensile reinforcing bar by vertical stirrup and reinforcing bar is distributed at the top, and the position overlap joint that is intersecting.
The 4th step: arrange horizontal stirrup in deep beam half eminence, be enclosed within the outside of vertical stirrup and oblique compressive reinforcement, the reinforcing bar intersection all overlaps, and arranges short lacing wire between horizontal stirrup both sides, and position is respectively the span centre position of horizontal stirrup and oblique compressive reinforcement and horizontal stirrup lap-joint.
The 5th step: after the reinforcing cage colligation finishes, the fluid concrete body, and bearing and cushion block are set respectively in the both sides of concrete body, wherein bearing is two.
The arrangement of reinforcement device of reinforced concrete deep beam, a side of concrete body outer wall is arranged two bearings respectively, the opposite side of concrete body outer wall is provided with cushion block; The internal placement longitudinal stress reinforcing bar of concrete body, the longitudinal stress reinforcing bar arranges that along the length direction of two bearings the end of longitudinal stress reinforcing bar is corresponding with bearing respectively; The end of longitudinal stress reinforcing bar is provided with crotch respectively; The vertical respectively end that connects vertical stirrup in the two ends of longitudinal stress reinforcing bar, the other end of vertical stirrup is connected with distributing reinforcing bar, and vertical stirrup and oblique compressive reinforcement are positioned at the same side, distribute reinforcing bar and longitudinal stress parallel reinforced steel bar; One side of longitudinal stress reinforcing bar is arranged two groups of oblique compressive reinforcements, and an end of two groups of longitudinal stress reinforcing bars connects the two ends of oblique compressive reinforcement respectively, and the other end of two groups of oblique compressive reinforcements intersects in the corresponding position of cushion block; At the longitudinal stress reinforcing bar, distribute the horizontal stirrup that is arranged in parallel between the reinforcing bar, several short lacing wires are set on the horizontal stirrup; The intersection of oblique compressive reinforcement, horizontal stirrup is fixedly connected by spiral bar.
Top of the present invention distributes the end of reinforcing bar to bend up towards the longitudinal stress reinforcing bar, and top distribution concrete-steel muscle diameter is not less than half of longitudinal tensile bar diameter.。
Vertical stirrup of the present invention is a closed pair of limb hoop, and diameter distributes reinforcing bar identical with the top.
Horizontal stirrup of the present invention is a closed pair of limb hoop, and diameter distributes reinforcing bar identical with the top.
Short lacing wire of the present invention is the S shape, and two limbs of horizontal stirrup are caught at the two ends of short lacing wire respectively.
The present invention adopts technique scheme, compared with prior art has following advantage:
The present invention earlier according to draw-oblique compressive reinforcement model (Fig. 4) calculates the stressed size of oblique compressive reinforcement and longitudinal tensile reinforcing bar, calculates the required longitudinal tensile reinforcing bar and radical, model and the diameter of oblique compressive reinforcement.And utilize the size of this model according to the point load value, by " Code for design of concrete structures " (GB50010-2002) correlation formula calculate spiral bar bar diameter, bung flange diameter and spacing.In the deep beam bottom, the span centre of deep beam bears point load, then arranges two groups of oblique compressive reinforcements with the longitudinal tensile reinforcement placement, and an end of two groups of oblique compressive reinforcements is separately fixed in the crotch at homonymy longitudinal tensile reinforcing bar two ends, can weld or use the iron wire colligation; The other end overlaps mutually at the deep beam top, is entangled by spiral bar at lap position.After the top distributes reinforcing bar to pass spiral bar, be overlapped on the top of oblique compressive reinforcement, the deep beam two ends entangle the longitudinal tensile reinforcing bar by vertical stirrup and reinforcing bar is distributed at the top, and the position overlap joint that is intersecting, arrange horizontal stirrup in deep beam half eminence, be enclosed within the outside of vertical stirrup and oblique compressive reinforcement, the reinforcing bar intersection all overlaps, arrange short lacing wire between horizontal stirrup both sides, position is respectively the span centre position of horizontal stirrup and oblique compressive reinforcement and horizontal stirrup lap-joint.After the reinforcing cage colligation finishes, fluid concrete.During the deep beam bearing load, promptly form and draw-oblique compressive reinforcement stress system, the concentrated force of top span centre imports bearing into along the direction of oblique compressive reinforcement.Deep beam inside be subjected to power path clearer and more definite, stress distribution more the rule; With existing arrangement of reinforcement method contrast, can reach same bearer power following of the situation that significantly reduces employed number of steel bars; Principle is simple, easy and simple to handle.
Description of drawings
Fig. 1 is that each bar construction of the present invention is arranged schematic diagram.
Fig. 2 is the lateral view of Fig. 1.
Fig. 3 is a reinforcing bar detail drawing of the present invention.
Fig. 4 is an apparatus structure schematic diagram of the present invention.
The specific embodiment
Below in conjunction with accompanying drawing technical scheme of the present invention is elaborated:
As Fig. 1, Fig. 2, Fig. 3, shown in Figure 4, a kind of arrangement of reinforcement method of reinforced concrete deep beam comprises the steps:
The first step: the bottom transverse at deep beam is arranged longitudinal tensile reinforcing bar 1; The end of longitudinal tensile reinforcing bar 1 is provided with crotch 11 respectively,
Second step: an end of two groups of oblique compressive reinforcements 2 is separately fixed in the crotch at the oblique compressive reinforcement of homonymy 1 two ends, the other end overlaps mutually at the deep beam top, oblique compressive reinforcement 2 forms triangular arrangement with longitudinal tensile reinforcing bar 1, and the top is entangled by spiral bar 3 at lap position;
The 3rd step: after the top distributes reinforcing bar 4 to pass spiral bar 3, be overlapped on the top of oblique compressive reinforcement 2, the deep beam two ends entangle bottom longitudinal tensile reinforcing bar 1 by vertical stirrup 5 and reinforcing bar 4 is distributed at the top, and the position overlap joint that is intersecting.
The 4th step: arrange horizontal stirrup 6 in deep beam half eminence, be enclosed within the outside of vertical stirrup 5 and oblique compressive reinforcement 2, the reinforcing bar intersection all overlaps, arrange short lacing wire 7 between horizontal stirrup 6 both sides, position is respectively the span centre position of horizontal stirrup 6 and oblique compressive reinforcement 2 and horizontal stirrup 6 lap-joints.
The 5th step: after the reinforcing cage colligation finishes, fluid concrete body 8, and bearing 9 and cushion block 10 are set respectively in the both sides of concrete body 8, wherein bearing 9 is two.
As Fig. 1, Fig. 2, Fig. 3, shown in Figure 4, the arrangement of reinforcement device of reinforced concrete deep beam, a side of concrete body 8 outer walls is arranged two bearings 9 respectively, the opposite side of concrete body 8 outer walls is provided with cushion block 10; The internal placement longitudinal stress reinforcing bar 1 of concrete body 8, longitudinal stress reinforcing bar 1 arranges that along the length direction of two bearings 9 end of longitudinal stress reinforcing bar 1 is corresponding with bearing 9 respectively; The end of longitudinal stress reinforcing bar 1 is provided with crotch 11 respectively; The vertical respectively end that connects vertical stirrup 5 in the two ends of longitudinal stress reinforcing bar 1, the other end of vertical stirrup 5 is connected with distributing reinforcing bar 4, and vertical stirrup 5 is positioned at the same side with oblique compressive reinforcement 2, distributes reinforcing bar 4 parallel with longitudinal stress reinforcing bar 1; One side of longitudinal stress reinforcing bar 1 is arranged two groups of oblique compressive reinforcements 2, and the two ends of longitudinal stress reinforcing bar 1 connect the two ends of two groups of oblique compressive reinforcements 2 respectively, and the other end of two groups of oblique compressive reinforcements 2 intersects in cushion block 10 corresponding positions; At longitudinal stress reinforcing bar 1, distribute the horizontal stirrup 6 that is arranged in parallel between the reinforcing bar 4, several short lacing wires 7 are set on the horizontal stirrup 6; The intersection of oblique compressive reinforcement 2, horizontal stirrup 6 is fixedly connected by spiral bar 3.
As Fig. 1, Fig. 2, shown in Figure 3, reinforcing bar 4 is distributed at top of the present invention, and the end bends up towards longitudinal stress reinforcing bar 1, and top distribution reinforcing bar 4 bar diameters are not less than half of longitudinal tensile reinforcing bar 1 diameter.。
As Fig. 1, Fig. 2, shown in Figure 3, vertical stirrup 5 of the present invention is a closed pair of limb hoop, and diameter distributes reinforcing bar 4 identical with the top.
As Fig. 1, Fig. 2, shown in Figure 3, horizontal stirrup 6 of the present invention is a closed pair of limb hoop, and diameter distributes reinforcing bar 4 identical with the top.
As Fig. 1, Fig. 2, shown in Figure 3, short lacing wire 7 of the present invention is the S shape, and two limbs of horizontal stirrup 6 are caught at the two ends of short lacing wire 7 respectively.
As Fig. 1, Fig. 2, shown in Figure 3, concrete of the present invention, maintenance is 28 days after the form removal.
As Fig. 1, Fig. 2, shown in Figure 3, described bearing of the present invention, rigidity and intensity are much larger than deep beam.
As Fig. 1, Fig. 2, shown in Figure 3, described cushion block of the present invention, material is a steel, and thickness is greater than 10mm, and width equals the deep beam width.
As shown in Figure 1 and Figure 2, whether deep beam of the present invention arranges the structure muscle along depth of beam direction and length direction, can arrange according to " concrete design specification " GB50010-2002.
The present invention when making, earlier according to draw-oblique compressive reinforcement model (Fig. 4) calculates the stressed size of oblique compressive reinforcement and longitudinal tensile reinforcing bar, calculates the required longitudinal tensile reinforcing bar 1 and radical, model and the diameter of oblique compressive reinforcement 2.And utilize the size of this model according to the point load value, by " Code for design of concrete structures " (GB50010-2002) correlation formula calculate spiral bar bar diameter, bung flange diameter and spacing.Longitudinal tensile reinforcing bar 1 is arranged in the deep beam bottom, if the span centre of deep beam bears point load, an end of then arranging 2, two groups of oblique compressive reinforcements 2 of two groups of oblique compressive reinforcements is separately fixed in the crotch 11 at homonymy longitudinal tensile reinforcing bar 1 two ends, can weld or use the iron wire colligation.The other end overlaps mutually at the deep beam top, is entangled by spiral bar 3 at lap position.After the top distributes reinforcing bar 4 to pass spiral bar 3, be overlapped on the top of oblique compressive reinforcement 2, the deep beam two ends entangle longitudinal tensile reinforcing bar 1 by vertical stirrup 5 and reinforcing bar 4 is distributed at the top, and the position overlap joint that is intersecting, arrange horizontal stirrup 6 in deep beam half eminence, be enclosed within the outside of vertical stirrup 5 and oblique compressive reinforcement 2, the reinforcing bar intersection all overlaps, arrange short lacing wire 7 between horizontal stirrup 6 both sides, position is respectively the span centre position of horizontal stirrup 6 and oblique compressive reinforcement 2 and horizontal stirrup 6 lap-joints.After the reinforcing cage colligation finishes, fluid concrete body 8.During the deep beam bearing load, promptly form and draw-oblique compressive reinforcement stress system, the concentrated force of top span centre imports bearing 9 into along the direction of oblique compressive reinforcement 2.
The present invention in use, the deep beam that bears point load with span centre is an example, to draw-oblique compressive reinforcement model approximation is a three-pin rigid frame, calculate the stressed size of oblique compressive reinforcement 2 and longitudinal tensile reinforcing bar 1, and calculate the required longitudinal tensile reinforcing bar 1 and radical, model and the diameter of oblique compressive reinforcement 2.During the assembling reinforcement cage, longitudinal tensile reinforcing bar 1 is arranged in the bottom, colligation is in the crotch at homonymy longitudinal tensile reinforcing bar 1 two ends respectively for an end of two groups of oblique compressive reinforcements 2, and the other end overlaps mutually at the deep beam top, is entangled by spiral bar 3 at lap position.The top distributes reinforcing bar 4 to pass spiral bar 3, and is overlapped on the top of oblique compressive reinforcement 2, and the deep beam two ends entangle longitudinal tensile reinforcing bar 1 by vertical stirrup 5 and reinforcing bar 4 is distributed at the top, and the position overlap joint that is intersecting.Arrange horizontal stirrup 6 in deep beam half eminence, be enclosed within the outside of vertical stirrup 5 and oblique compressive reinforcement 2, the reinforcing bar intersection all overlaps, and arranges short lacing wire 7 between horizontal stirrup 6 both sides, and position is respectively the span centre position of horizontal stirrup 6 and oblique compressive reinforcement 2 and horizontal stirrup 6 lap-joints.After the reinforcing cage colligation finishes, fluid concrete 8.During the deep beam bearing load, promptly form and draw-oblique compressive reinforcement stress system, longitudinal tensile reinforcing bar 9 and the three-pin rigid frame that oblique compressive reinforcement 10 forms by bearing 9 supportings bear the top point load on the cushion block 10.
Claims (6)
1. the arrangement of reinforcement method of a reinforced concrete deep beam is characterized in that comprising the steps:
The first step: the bottom transverse at deep beam is arranged longitudinal tensile reinforcing bar (1); The end of longitudinal tensile reinforcing bar (1) is provided with crotch (11) respectively;
Second step: an end of two groups of oblique compressive reinforcements (2) is separately fixed in the crotch at homonymy longitudinal tensile reinforcing bar (1) two ends, the other end overlaps mutually at the deep beam top, oblique compressive reinforcement (2) forms triangular arrangement with longitudinal tensile reinforcing bar (1), and the top is entangled by spiral bar (3) at lap position;
The 3rd step: after the top distributes reinforcing bar (4) to pass spiral bar (3), be overlapped on the top of oblique compressive reinforcement (2), the deep beam two ends entangle bottom longitudinal tensile reinforcing bar (1) by vertical stirrup (5) and reinforcing bar (4) is distributed at the top, and the position overlap joint that is intersecting;
The 4th step: arrange horizontal stirrup (6) in deep beam half eminence, be enclosed within the outside of vertical stirrup (5) and oblique compressive reinforcement (2), the reinforcing bar intersection all overlaps, arrange short lacing wire (7) between horizontal stirrup (6) both sides, position is respectively span centre position and the oblique compressive reinforcement (2) and horizontal stirrup (6) lap-joint of horizontal stirrup (6);
The 5th step: after the reinforcing cage colligation finishes, fluid concrete body (8), and arrange two bearings (9) respectively in a side of concrete body (8) outer wall, the opposite side of concrete body (8) outer wall is provided with cushion block (10).
2. an application rights requires the reinforced concrete deep beam arrangement of reinforcement device of 1 described arrangement of reinforcement method, it is characterized in that a side of concrete body (8) outer wall is arranged two bearings (9) respectively, and the opposite side of concrete body (8) outer wall is provided with cushion block (10); The internal placement longitudinal tensile reinforcing bar (1) of concrete body (8), longitudinal tensile reinforcing bar (1) arranges that along the length direction of two bearings (9) end of longitudinal tensile reinforcing bar (1) is corresponding with bearing (9) respectively; The end of longitudinal tensile reinforcing bar (1) is provided with crotch (11) respectively; The vertical respectively end that connects vertical stirrup (5) in the two ends of longitudinal tensile reinforcing bar (1), the other end of vertical stirrup (5) distributes reinforcing bar (4) to be connected with the top, vertical stirrup (5) is positioned at the same side with oblique compressive reinforcement (2), and the top distributes reinforcing bar (4) parallel with longitudinal tensile reinforcing bar (1); One side of longitudinal tensile reinforcing bar (1) is arranged two groups of oblique compressive reinforcements (2), one end of two groups of oblique compressive reinforcements (2) is separately fixed in the crotch at homonymy longitudinal tensile reinforcing bar (1) two ends, and the other end of two groups of oblique compressive reinforcements (2) intersects in the corresponding position of cushion block (10); Be positioned at the horizontal stirrup (6) that is arranged in parallel between longitudinal tensile reinforcing bar (1), the top distribution reinforcing bar (4), several short lacing wires (7) are set on the horizontal stirrup (6); The intersection of oblique compressive reinforcement (2), horizontal stirrup (6) is fixedly connected by spiral bar (3).
3. the arrangement of reinforcement device of reinforced concrete deep beam according to claim 2, the end that it is characterized in that above-mentioned top distribution reinforcing bar (4) bends up towards longitudinal tensile reinforcing bar (1), and top distribution reinforcing bar (4) bar diameter is not less than half of longitudinal tensile reinforcing bar (1) diameter.
4. the arrangement of reinforcement device of reinforced concrete deep beam according to claim 2 is characterized in that above-mentioned vertical stirrup (5) is closed pair of limb hoop, and diameter distributes reinforcing bar (4) identical with the top.
5. the arrangement of reinforcement device of reinforced concrete deep beam according to claim 2 is characterized in that above-mentioned horizontal stirrup (6) is closed pair of limb hoop, and diameter distributes reinforcing bar (4) identical with the top.
6. the arrangement of reinforcement device of reinforced concrete deep beam according to claim 5 is characterized in that above-mentioned short lacing wire (7) is the S shape, and two limbs of horizontal stirrup (6) are caught at the two ends of short lacing wire (7) respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105084683A CN101956461B (en) | 2010-10-15 | 2010-10-15 | Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105084683A CN101956461B (en) | 2010-10-15 | 2010-10-15 | Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101956461A CN101956461A (en) | 2011-01-26 |
| CN101956461B true CN101956461B (en) | 2011-10-05 |
Family
ID=43484031
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010105084683A Expired - Fee Related CN101956461B (en) | 2010-10-15 | 2010-10-15 | Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101956461B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102373768A (en) * | 2011-11-03 | 2012-03-14 | 湖南大学 | Concrete beam with reticular steel bars arranged at beam end |
| CN106760189B (en) * | 2017-03-15 | 2018-12-25 | 湖南城市学院 | Tall building structure transfer beam construction method |
| CN109344437B (en) * | 2018-08-29 | 2021-02-23 | 湖南科技大学 | Reinforced concrete complex stress component reinforcement design method based on force transmission path |
| CN111523162B (en) * | 2020-03-13 | 2021-04-13 | 湖南科技大学 | Deep beam separated reinforcement multi-target topology design method based on two extreme states |
| CN114215269B (en) * | 2021-12-01 | 2023-05-26 | 中铁建设集团有限公司 | Auxiliary fixture for producing prefabricated reinforcement cages of integrated beam members and connecting templates |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3054736B2 (en) * | 1997-11-26 | 2000-06-19 | 株式会社小原鉄筋工業 | How to assemble the beam concrete reinforced mesh |
| CA2237525C (en) * | 1997-09-08 | 2002-08-27 | Efco, Corp. | Spanning member with convoluted web and c-shaped flanges |
| CN2727292Y (en) * | 2004-03-11 | 2005-09-21 | 陈星� | Built-in skeleton-frame steel string concrete beam |
| EP1760218A2 (en) * | 2005-08-29 | 2007-03-07 | Megaray, S.L. | Stirrups for the construction of rebar reinforcements for reinforced concrete beams |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2841082B2 (en) * | 1989-08-08 | 1998-12-24 | 株式会社竹中工務店 | Beams with large-diameter apertures and methods of manufacturing the same |
| JPH0978689A (en) * | 1995-09-14 | 1997-03-25 | Kajima Corp | X-shaped arrangement method of reinforcements |
| KR100626544B1 (en) * | 2005-01-31 | 2006-09-25 | 삼성물산 주식회사 | Hybrid Beam of Steel Plate and Concrete, and High Streng Hybrid Structure System Using The Same |
-
2010
- 2010-10-15 CN CN2010105084683A patent/CN101956461B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA2237525C (en) * | 1997-09-08 | 2002-08-27 | Efco, Corp. | Spanning member with convoluted web and c-shaped flanges |
| JP3054736B2 (en) * | 1997-11-26 | 2000-06-19 | 株式会社小原鉄筋工業 | How to assemble the beam concrete reinforced mesh |
| CN2727292Y (en) * | 2004-03-11 | 2005-09-21 | 陈星� | Built-in skeleton-frame steel string concrete beam |
| EP1760218A2 (en) * | 2005-08-29 | 2007-03-07 | Megaray, S.L. | Stirrups for the construction of rebar reinforcements for reinforced concrete beams |
Non-Patent Citations (3)
| Title |
|---|
| JP平3-69751A 1991.03.26 |
| JP特开平9－78689A 1997.03.25 |
| JP特许第3054736号B2 2000.06.19 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101956461A (en) | 2011-01-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101956461B (en) | Steel bar arrangement method and steel bar arrangement device for reinforced concrete deep beam | |
| CN104947831A (en) | Prefabricated assembly type profile steel concrete shear wall and construction method thereof | |
| CN203129026U (en) | Reinforced concrete arch bridge reinforced structure | |
| CN103938871B (en) | A kind of construction method adopting the steel core concrete column bonded prestress frame beam structure of reinforced concrete ring beam joint | |
| CN206570672U (en) | The box beam of full assembled steel-concrete combined structure | |
| CN108179808A (en) | A kind of prefabricated beam column crimping joint strengthening stirrup construction and its construction method | |
| CN103422603A (en) | Spiral stirrup shear connector and manufacturing and mounting method | |
| CN104110097B (en) | A kind of end enhancement mode reinforcing bar concrete composite beam | |
| KR101240581B1 (en) | End support apparatus using cross- shaped tendon anchorage plate, prestressed concrete beam, and construction method using the same | |
| CN205224266U (en) | Overlength super large area bottom plate post -cast strip structure | |
| KR101248564B1 (en) | Tendon setting method for pre tension typed psc-beam and psc beam thereby | |
| CN103437496A (en) | Steel die and reinforced concrete integrated combination beam structure | |
| CN207376646U (en) | A kind of composite beam and cast-in-place column connected node | |
| KR20100089178A (en) | Composite girder used steel-concrete and manufacturing method thereof | |
| CN205677280U (en) | A kind of strenthening member of impaired armored concrete vertical member | |
| CN205153212U (en) | Steel pipe concrete shear force wall and building | |
| CN102619164A (en) | Quake-proof reinforcing bar structure of pier column | |
| CN102644327A (en) | Panel binding type connection node of concrete filled steel tube laminated column and steel beam and construction method | |
| CN203346803U (en) | Novel strengthening device of reinforced concrete bridge pier | |
| CN106013620A (en) | Connection structure of main reinforcements and hoops | |
| CN102979222B (en) | There is the concrete shear force wall of continuous annular bar construction | |
| CN202379621U (en) | Tower crane, working platform of tower crane and inserted structure for working platform | |
| CN104195933B (en) | A kind of recoverable PC T beam bridge | |
| KR101018433B1 (en) | V-shape segmental psc girder having strengthened joint | |
| CN206319489U (en) | Precast reinforced mesh sheet |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20111005 Termination date: 20141015 |
|
| EXPY | Termination of patent right or utility model |