TWM458425U - Rebar coupling structure of dual-core quake resistant column - Google Patents
Rebar coupling structure of dual-core quake resistant column Download PDFInfo
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- TWM458425U TWM458425U TW102206165U TW102206165U TWM458425U TW M458425 U TWM458425 U TW M458425U TW 102206165 U TW102206165 U TW 102206165U TW 102206165 U TW102206165 U TW 102206165U TW M458425 U TWM458425 U TW M458425U
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Description
本創作係關於一種雙核心耐震柱鋼筋之結合構造，尤指適用於圍束定位同一平面之複數柱主筋之雙核心耐震柱鋼筋之結合構造。This creation is about the combination of a double-core seismic column steel bar, especially the combination of double-core seismic column bars for the multiple pillars of the same plane.
建築物之主要支撐結構係依靠建築物之樑柱構架，而樑柱係於樑、柱內部設置複數鋼筋籠後再灌漿，使其具有支撐作用。另台灣位處環太平洋地震帶，是世界上地震最頻繁的區域之一，依「建築法規」規定，所有的結構均需做耐震設計，而耐震設計中對於建築物之樑柱之耐震強度皆有一定之要求。The main supporting structure of the building relies on the beam-column structure of the building, and the beam-column is placed in the beam and the column to set up a plurality of steel cages and then grouted to make it support. In addition, Taiwan is located in the Pacific Rim seismic zone. It is one of the most frequent earthquakes in the world. According to the "Architectural Regulations", all structures need to be designed for earthquake resistance, and the seismic strength of the beams and columns of buildings in the seismic design is There are certain requirements.
此外，就建築物之鋼筋混凝土柱構件耐震強度而言，習知之箍、繫筋綁紮方式，常為施工環境或施工精度所限，施工品質不易控制，往往造成鋼筋混凝土的圍束效果不佳，當巨大的軸力與彎矩力作用下，致使柱主鋼筋向外繃開，擠壞柱體箍筋外圈混凝土而剝落，柱內核心混凝土亦隨之破裂，造成柱構件強度急遽損失，使得建築物結構的安全性大打折扣。In addition, in terms of the seismic strength of reinforced concrete column members of buildings, the conventional hoop and tie ties are often limited by the construction environment or construction accuracy, and the construction quality is not easy to control, which often results in poor hulled concrete hulling effect. Under the action of huge axial force and bending moment force, the main steel bar of the column is stretched outwards, the concrete of the outer ring of the column stirrup is squeezed and peeled off, and the core concrete in the column is also broken, causing the column member strength to be lost rapidly. The safety of the building structure is greatly reduced.
請配合參閱圖5、及圖6，其分別係習知之柱主筋箍筋結構立體圖及平面示意圖，在建築工程中，為穩固複數支縱向柱主筋91，在配合灌注混凝土90進行灌漿作業以構築樑柱之前，其需於該等縱向柱主筋91之不同高度處分別框設複數層不同平面之箍筋結構。Please refer to FIG. 5 and FIG. 6 respectively, which are respectively a perspective view and a plan view of a conventional column rib structure of a column. In the construction project, a plurality of longitudinal column main ribs 91 are stabilized, and grouting work is performed with the concrete 90 to construct the beam. Before the column, it is necessary to frame a plurality of different levels of the stirrup structure at different heights of the longitudinal column main ribs 91.
目前配合縱向柱主筋91組成之網狀箍筋結構，其係預先彎折一箍筋框92並套設於該等縱向柱主筋91外側，再分別將複數支橫向、縱向繫筋93交錯叉架於該箍筋框92上，且每一繫筋93之兩端恰鉤結於兩側之縱向柱主筋91之間，藉此形成一平面之箍筋結構，如圖6所示，每一支繫筋93之第一端931係形成一約90°之彎鉤，而第二端932則預先彎折出約135°之彎鉤。At present, the mesh stirrup structure composed of the main column ribs 91 of the longitudinal column is pre-bently bent and arranged on the outer side of the main ribs 91 of the longitudinal columns, and then the plurality of transverse and longitudinal ribs 93 are respectively interdigitated. On the stirrup frame 92, and the two ends of each tie rib 93 are hooked between the longitudinal column main ribs 91 on both sides, thereby forming a flat stirrup structure, as shown in FIG. The first end 931 of the tie rib 93 forms a hook of about 90°, and the second end 932 bends the hook of about 135° in advance.
施工時，施工者需先將繫筋93之第二端932穿過兩相鄰之縱向柱主筋91之間，直至第二端932突出對側之縱向柱主筋91之外側後並做抽回動作，使第二端932之夾角得以勾住遠端之縱向柱主筋91，然後再使第一端931壓入扣抵於近端之縱向柱主筋91上。藉此，以該等繫筋93之第一端931與第二端932連結固定兩側對應之縱向柱主筋91上；重複執行前述施工步驟，反覆固定其他兩相對應設立之縱向柱主筋91，以完成其中一個平面的箍筋結構固定工作。During construction, the constructor needs to first pass the second end 932 of the tie rib 93 between the two adjacent longitudinal column main ribs 91 until the second end 932 protrudes from the opposite side of the longitudinal column main rib 91 of the opposite side and performs a withdrawing action. The angle of the second end 932 is hooked to the distal longitudinal column main rib 91, and then the first end 931 is pressed into the proximal longitudinal column main rib 91. Thereby, the first end 931 and the second end 932 of the lacings 93 are coupled to the longitudinal column main ribs 91 corresponding to the two sides; the foregoing construction steps are repeatedly performed, and the other two longitudinal column main ribs 91 corresponding to each other are repeatedly fixed. To complete the work of fixing the stirrup structure of one of the planes.
當完成一個平面的箍筋結構固定工作之後，再於該等縱向柱主筋91的其他不同高度處箍架其他不同高度之箍筋結構，始完成整體箍筋結構之固定工作，而後方能 配合混凝土90之灌漿動作。After completing the fixing work of a flat stirrup structure, the hoop structure of other heights is hooped at other different heights of the main bars 91 of the longitudinal columns, and the fixing work of the overall stirrup structure is completed, and the rear can be completed. Cooperate with the grouting action of concrete 90.
由於各建築工程所須結構、強度、長度、直徑或規格各有不同，使其箍筋結構無法統一規格化預先量產，且箍筋結構之完成須包含箍筋框92、複數縱向及橫向繫筋93，並以金屬線假固定，完成交錯網狀或田字狀之箍筋結構。顯然其加工過程中須耗費大量人工進行不同長度及不同形狀繫筋93之截切、折彎成形及結點固定，因此易衍生準備、暫儲存及構件數量相平衡等之煩瑣問題，最重要的是工程品質使人堪虞。Since the construction, strength, length, diameter or specifications of each construction project are different, the stirrup structure cannot be standardized and pre-quantized, and the completion of the stirrup structure must include the stirrup frame 92, the plural longitudinal and transverse systems. The ribs 93 are fixed by metal wires to complete the staggered mesh or the shape of the string. Obviously, in the process of processing, a large amount of labor is required to carry out the cutting, bending forming and node fixing of the ribs 93 of different lengths and shapes, so that the cumbersome problems such as easy preparation, temporary storage and the balance of the number of components are most important. The quality of the project is very impressive.
於是如台灣專利公告號第563710號所公告之新型專利「一筆劃彎折圍束箍筋」之創作，請參閱圖7，係習知之一筆劃彎折圍束箍筋結構平面示意圖。係將條狀鋼筋80以特定順序連續折彎，使其成為可達良好張力平衡，同時包含箍筋外框81、縱向繫筋82、橫向繫筋83及錨定段84結構，據以取代習有須由箍筋框與數縱橫向繫筋組立成網狀箍筋之一體成形箍筋結構。Therefore, as for the creation of the new patent "After a Bending Fringe Bracing Bar" announced in Taiwan Patent Publication No. 563710, please refer to FIG. 7 , which is a schematic plan view of a stroke-bending hoop stirrup structure. The strip-shaped reinforcing bars 80 are continuously bent in a specific order to make it reach a good tension balance, and at the same time, the structure including the stirrup outer frame 81, the longitudinal ribs 82, the transverse ribs 83 and the anchoring segments 84 are substituted for It is necessary to form a stirrup structure by a stirrup frame and a plurality of longitudinal and transverse tendons.
此一筆劃彎折箍筋由於為一體成型，相較於傳統箍筋框結合繫筋綁紮方式具有更佳的圍束效果，且可縮短鋼筋綁紮的時間。但由於此一筆式箍筋之纏繞方式過於繁複，箍筋重覆繞折的部份亦過多，造成材料浪費，且在綁紮鋼筋籠的過程中，縱向柱主筋之綁紮需要極高的施工精度，來配合一體成形之箍筋結構方可于以套設，就實務方面而言，往往受限於施工精度，而不易施工，尤其當縱向柱主筋眾多時，更是難以施工。Because of the integral molding, the one-bend-studening stirrup has better confining effect than the traditional stir-stack frame and the tie-binding method, and can shorten the time of reinforcing the steel bar. However, because the winding method of the one-piece stirrup is too complicated, the portion of the stirrup is repeatedly wound, which causes waste of materials, and in the process of tying the steel cage, the binding of the main column of the longitudinal column requires extremely high construction precision. In order to fit the integrally formed hoop structure, it can be set in a practical manner, and it is often limited by the construction precision, and is not easy to construct, especially when the main column of the longitudinal column is numerous, it is difficult to construct.
創作人緣因於此，本於積極發明創作之精神，亟思一種可以解決上述問題之「雙核心耐震柱鋼筋之結合構造」，幾經研究終至完成本創作。Because of this, the author is based on the spirit of actively inventing and creating a "combination structure of double-core seismic column steel bars" that can solve the above problems. After several studies, the author completed the creation.
本創作之主要目的係在提供一種具有高核心強度之雙核心耐震柱鋼筋之結合構造，施工容易，且可有效提升柱體之載重強度及韌性能力。The main purpose of this creation is to provide a combination of high-strength dual-core seismic column steel bars, which is easy to construct and can effectively improve the load strength and toughness of the column.
本創作之另一目的係在提供一種具有高承載軸向拉力、壓力特性之核心柱體，設置於鋼筋混凝土柱內，可提昇整個柱體之承載能力，以彌補柱體因承受巨大應力造成柱體箍筋外圈混凝土剝落而強度損失不足之部份。Another object of the present invention is to provide a core cylinder with high load-bearing axial tensile force and pressure characteristics, which is arranged in a reinforced concrete column to improve the bearing capacity of the entire cylinder to compensate for the column due to the great stress. The part of the outer ring of the body stirrup is peeled off and the strength loss is insufficient.
本創作之又一目的係在提供一種具有高圍束特性之核心柱體，設置於鋼筋混凝土柱內，可降低柱體承受巨大應力時，外圍柱主筋向外繃開之效應，而提昇整個柱體之韌性能力。Another object of the present invention is to provide a core cylinder having a high confinement property, which is arranged in a reinforced concrete column, which can reduce the effect of the main column ribs being outwardly stretched when the column is subjected to a large stress, and the entire column is lifted. The toughness of the body.
本創作一種雙核心耐震柱鋼筋之結合構造，包括有：複數柱主筋以及一箍筋。複數柱主筋分別排列形成一內圍區，及一環繞內圍區之外圍區。另外，箍筋係沿內圍區及外圍區進行一筆式連續轉折纏繞，以形成環繞內圍區及外圍區之結構。The present invention is a combination of a double core seismic column steel bar comprising: a plurality of column main bars and a stirrup. The main bars of the plurality of columns are respectively arranged to form an inner surrounding area and a peripheral area surrounding the inner surrounding area. In addition, the stirrups are wound in a continuous manner along the inner and outer peripheral regions to form a structure surrounding the inner and outer peripheral regions.
前述之箍筋起始段與結束段之至少其一具一錨定段，而錨定段可為135°或180°之彎鉤，以強化箍筋之張力平衡。The at least one of the starting and ending sections of the stirrup has an anchoring section, and the anchoring section may be a 135° or 180° hook to strengthen the tension balance of the stirrup.
另外，前述之內圍區及外圍區複數柱主筋至少其一可呈方形、矩形、圓形或者其他形狀之排列。亦即本創作之內圍區及外圍區箍筋可圍繞成為任意相同或不同之外型。In addition, at least one of the plurality of pillar main ribs in the inner and outer regions may be arranged in a square, a rectangle, a circle or other shapes. That is to say, the inner and outer regions of the creation can be surrounded by any of the same or different types.
再者，前述之箍筋與複數柱主筋可以複數鐵絲纏繞或者可以焊接方式進行固定。Furthermore, the aforementioned stirrups and the plurality of column main bars may be wound by a plurality of wires or may be fixed by welding.
又，本創作可更包括有複數繫筋連結於內圍區與外圍區之間，用以加強柱體之抗剪強度及圍束效果。Moreover, the creation may further include a plurality of ribs connected between the inner and outer regions to enhance the shear strength and the surrounding effect of the cylinder.
1‧‧‧柱主筋1‧‧‧ pillar main tendons
2‧‧‧內圍區2‧‧‧ Inner Wai District
3‧‧‧外圍區3‧‧‧ peripheral area
4‧‧‧箍筋4‧‧‧ stirrups
41‧‧‧起始段41‧‧‧Starting paragraph
42‧‧‧結束段End of 42‧‧‧
5‧‧‧繫筋5‧‧‧
61‧‧‧內圍區61‧‧‧ Inner Wai District
62‧‧‧外圍區62‧‧‧ peripheral area
63‧‧‧箍筋63‧‧‧ stirrups
7‧‧‧箍筋7‧‧‧ stirrups
71‧‧‧起始段71‧‧‧Starting paragraph
72‧‧‧結束段End of paragraph 72‧‧
73‧‧‧內圍區73‧‧‧ Inner Wai District
80‧‧‧鋼筋80‧‧ ‧ steel bars
81‧‧‧箍筋外框81‧‧‧ stirrup frame
82‧‧‧縱向繫筋82‧‧‧ longitudinal ribs
83‧‧‧橫向繫筋83‧‧‧ transverse tendons
84‧‧‧錨定段84‧‧‧ anchor segment
90‧‧‧混凝土90‧‧‧ concrete
91‧‧‧柱主筋91‧‧‧ pillar main reinforcement
92‧‧‧箍筋框92‧‧‧Hoop frame
93‧‧‧繫筋93‧‧‧
931‧‧‧第一端931‧‧‧ first end
932‧‧‧第二端932‧‧‧ second end
圖1係本創作雙核心耐震柱鋼筋之結合構造第一較佳實施例之平面示意圖。BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a plan view showing a first preferred embodiment of a combination structure of the present dual-core earthquake-resistant column steel bars.
圖2係本創作雙核心耐震柱鋼筋之結合構造第二較佳實施例之箍筋結合繫筋之平面示意圖。Fig. 2 is a plan view showing the second preferred embodiment of the stirrup-bonding tie rib of the double-core earthquake-resistant column steel bar of the present invention.
圖3係本創作雙核心耐震柱鋼筋之結合構造第三較佳實施例之平面示意圖。Fig. 3 is a plan view showing a third preferred embodiment of the combined construction of the double core seismic column reinforcement of the present invention.
圖4係本創作雙核心耐震柱鋼筋之結合構造第四較佳實施例之平面示意圖。Fig. 4 is a plan view showing a fourth preferred embodiment of the combined construction of the double core seismic column reinforcement of the present invention.
圖5係習知之柱主筋箍筋結構立體圖。Fig. 5 is a perspective view showing the structure of a main rib stirrup of a conventional column.
圖6係圖5習知之箍筋結構平面示意圖。Figure 6 is a plan view showing the structure of the stirrups of the prior art.
圖7係習知之一筆劃彎折圍束箍筋結構平面示意圖。FIG. 7 is a schematic plan view showing a structure of a stroke bending bundle hoop.
如圖1所示，係本創作雙核心耐震柱鋼筋之結合構造第一較佳實施例之平面示意圖，包括有複數柱主筋1以及一箍筋4。As shown in FIG. 1 , a schematic plan view of a first preferred embodiment of the combined construction of the dual-core seismic column steel bar of the present invention includes a plurality of column main bars 1 and a stirrup 4 .
複數柱主筋1分別排列形成一內圍區2，及一環繞內圍區2之外圍區3。另外，箍筋4係沿內圍區2及外圍區3進行一筆式連續轉折纏繞，以形成環繞內圍區2及外圍區3之結構。The plurality of column main ribs 1 are respectively arranged to form an inner peripheral zone 2, and a peripheral zone 3 surrounding the inner peripheral zone 2. In addition, the stirrups 4 are wound in a one-step continuous twist along the inner peripheral zone 2 and the peripheral zone 3 to form a structure surrounding the inner peripheral zone 2 and the peripheral zone 3.
本實施例之箍筋4起始段41與結束段42各具有一錨定段，以加強箍筋4之張力平衡。另外，本實施例之箍筋由內圍區2往外圍區3纏繞而成。再者，本實施例之內圍區2及外圍區3為一矩形排列。又，前述之箍筋4與複數柱主筋1間，係以複數鐵絲纏繞進行固定。The initial section 41 and the ending section 42 of the stirrup 4 of the present embodiment each have an anchoring section to strengthen the tension balance of the stirrup 4. In addition, the stirrup of the present embodiment is formed by winding the inner peripheral zone 2 to the peripheral zone 3. Furthermore, the inner peripheral zone 2 and the peripheral zone 3 of the embodiment are arranged in a rectangular shape. Further, between the stirrup 4 and the plurality of pillar main ribs 1, the plurality of wires are wound and fixed.
如圖2所示，係本創作雙核心耐震柱鋼筋之結合構造第二較佳實施例之箍筋結合繫筋之平面示意圖。如圖所示，本實施例之結構大致與第一實施例相同，惟本實施例包括有複數繫筋5連結於內圍區2與外圍區3之間，用以加強柱體之抗剪強度及圍束效果。As shown in FIG. 2, it is a schematic plan view of the stirrup-bonding tie rib of the second preferred embodiment of the combined construction of the dual-core seismic column. As shown in the figure, the structure of the embodiment is substantially the same as that of the first embodiment, but the embodiment includes a plurality of ribs 5 connected between the inner peripheral zone 2 and the peripheral zone 3 for reinforcing the shear strength of the cylinder. And the surrounding effect.
如圖3所示，係本創作雙核心耐震柱鋼筋之結合構造第三較佳實施例之平面示意圖。如圖所示，本實施例之結構大致與第一實施例相同，惟本實施例之內圍區61外型呈圓形排列，而外圍區62成矩形排列，並且箍筋63由外圍區62往內圍區61纏繞而成。As shown in FIG. 3, it is a schematic plan view of a third preferred embodiment of the combined construction of the dual-core seismic column reinforcement. As shown in the figure, the structure of the present embodiment is substantially the same as that of the first embodiment, except that the inner peripheral portion 61 of the present embodiment has a circular outer shape, and the outer peripheral portion 62 is arranged in a rectangular shape, and the stirrup 63 is surrounded by the peripheral portion 62. It is wound into the inner fence 61.
如圖4所示，係本創作雙核心耐震柱鋼筋之結合構造第四較佳實施例之平面示意圖。如圖所示，本實施 例之結構大致與第一實施例相同，惟本實施例之箍筋7起始段71與結束段72均於內圍區73具有一錨定段，以加強箍筋7之張力平衡。As shown in FIG. 4, it is a schematic plan view of a fourth preferred embodiment of the combined construction of the dual-core seismic column reinforcement. As shown in the figure, this implementation The structure of the example is substantially the same as that of the first embodiment, except that the starting section 71 and the ending section 72 of the stirrup 7 of the present embodiment each have an anchoring section in the inner peripheral zone 73 to strengthen the tension balance of the stirrup 7.
本創作與習知箍筋外框結合複數縱、橫向繫筋方式相比：本創作之箍筋4為一體式連續纏繞而成，不易繃開，可提供柱體更佳的承載強度及箍筋圍束效果。另外，由於本創作形成之柱體具有內圍區2及外圍區3二核心，內圍區2可形成具有類似再一柱體之效果，可直接提昇柱體核心混凝土的圍束效果，更可有效增加整個柱體的承載強度及韌性能力。Compared with the conventional longitudinal and horizontal ribbing methods, the creation of the stirrups frame is a one-piece continuous winding, which is not easy to be stretched, and can provide better bearing strength and stirrups of the cylinder. Contour effect. In addition, since the column formed by the creation has the inner core area 2 and the outer area 3 core, the inner circumference area 2 can form an effect similar to the other column, which can directly improve the surrounding effect of the core concrete of the column, and Effectively increase the bearing strength and toughness of the entire cylinder.
再者，本創作與習知一筆劃箍筋纏繞方式相比：本創作箍筋4之纏繞特點為限定具有內圍區2及外圍區3之箍筋結構，由圖1與圖7比較即可得知本創作之箍筋4用料較為節省，且箍筋4纏繞過程也較簡易，故不論是加工性或加工精度皆較容易控制。Furthermore, the creation is compared with the conventional method of winding the ribbing ribs: the winding feature of the creation stirrup 4 is to define the stirrup structure having the inner circumference area 2 and the outer area 3, which can be compared by FIG. 1 and FIG. It is known that the material of the stirrup 4 of the present invention is relatively economical, and the winding process of the stirrup 4 is relatively simple, so that the processing property or the processing precision are relatively easy to control.
上述實施例僅係為了方便說明而舉例而已，本創作所主張之權利範圍自應以申請專利範圍所述為準，而非僅限於上述實施例。The above-described embodiments are merely examples for convenience of description, and the scope of the claims is intended to be limited to the above embodiments.
1‧‧‧柱主筋1‧‧‧ pillar main tendons
2‧‧‧內圍區2‧‧‧ Inner Wai District
3‧‧‧外圍區3‧‧‧ peripheral area
4‧‧‧箍筋4‧‧‧ stirrups
41‧‧‧起始段41‧‧‧Starting paragraph
42‧‧‧結束段End of 42‧‧‧
Claims (6)
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| TW102206165U TWM458425U (en) | 2013-04-03 | 2013-04-03 | Rebar coupling structure of dual-core quake resistant column |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| TW102206165U TWM458425U (en) | 2013-04-03 | 2013-04-03 | Rebar coupling structure of dual-core quake resistant column |
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| TWM458425U true TWM458425U (en) | 2013-08-01 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111062075A (en) * | 2019-12-11 | 2020-04-24 | 三一筑工科技有限公司 | Beam-column one-to-one hoop model generation method and device and computing equipment |
| CN114086719A (en) * | 2020-08-24 | 2022-02-25 | 江文财 | Combination structure of column-in-column combined enclosure |
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2013
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111062075A (en) * | 2019-12-11 | 2020-04-24 | 三一筑工科技有限公司 | Beam-column one-to-one hoop model generation method and device and computing equipment |
| CN114086719A (en) * | 2020-08-24 | 2022-02-25 | 江文财 | Combination structure of column-in-column combined enclosure |
| US11525263B2 (en) | 2020-08-24 | 2022-12-13 | Wen-Tsai Chiang | Combined structure of the combined bundle of columns in the column |
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