TWM650369U - Optimized confinement steel bar layout structure for high axial force reinforced concrete columns - Google Patents
Optimized confinement steel bar layout structure for high axial force reinforced concrete columns Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 74
- 239000010959 steel Substances 0.000 title claims abstract description 74
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 46
- 238000009434 installation Methods 0.000 claims abstract description 45
- 238000004873 anchoring Methods 0.000 claims description 79
- 238000005452 bending Methods 0.000 claims description 49
- 239000004567 concrete Substances 0.000 claims description 13
- 230000002093 peripheral effect Effects 0.000 claims description 11
- 230000014509 gene expression Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 description 13
- 238000010586 diagram Methods 0.000 description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 6
- 210000002435 tendon Anatomy 0.000 description 5
- 230000007547 defect Effects 0.000 description 3
- 229910052742 iron Inorganic materials 0.000 description 3
- NAWXUBYGYWOOIX-SFHVURJKSA-N (2s)-2-[[4-[2-(2,4-diaminoquinazolin-6-yl)ethyl]benzoyl]amino]-4-methylidenepentanedioic acid Chemical compound C1=CC2=NC(N)=NC(N)=C2C=C1CCC1=CC=C(C(=O)N[C@@H](CC(=C)C(O)=O)C(O)=O)C=C1 NAWXUBYGYWOOIX-SFHVURJKSA-N 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
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Abstract
本創作揭露一種高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構， 其至少包括複數個縱向主筋、複數個橫向水平繫筋、複數個橫向垂直繫筋、至少一第一箍筋。複數個主筋在高軸力鋼筋混凝土柱之一設置面上，分別縱向配設成：在該設置面的4個角落部及4個周邊的區域各配設至少1個主筋。複數個橫向水平繫筋分別布設於該設置面的X軸或橫軸方向且固設於該複數個主筋上。複數個橫向垂直繫筋分別布設於該設置面的Y軸或縱軸方向且固設於該複數個主筋上。至少一第一箍筋分別正交於該複數個水平繫筋、該橫向垂直繫筋且固設於該複數個縱向主筋上。 This creation reveals an optimized confining steel bar layout structure for high axial force reinforced concrete columns. It includes at least a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one first stirrup. A plurality of main bars are arranged longitudinally on one of the installation surfaces of the high axial force reinforced concrete columns: at least one main bar is installed at each of the four corners and four surrounding areas of the installation surface. A plurality of transverse horizontal tie bars are respectively arranged in the X-axis or transverse axis direction of the installation surface and fixed on the plurality of main bars. A plurality of transverse vertical tie bars are respectively arranged in the Y-axis or longitudinal axis direction of the installation surface and fixed on the plurality of main bars. At least one first stirrup is orthogonal to the plurality of horizontal tie bars and the transverse vertical tie bars respectively, and is fixed on the plurality of longitudinal main bars.
Description
本創作關於一種建築物鋼筋混凝土柱的鋼筋結構，特別是關於一種高軸力鋼筋混凝土柱之優化橫向圍束鋼筋布設結構，可避免高軸力鋼筋混凝土柱鋼筋施工衝突發生，以完善工地端施工成果未能按設計標準圖說完成之建築結構安全缺陷。 This work is about a steel structure of reinforced concrete columns in buildings, especially about an optimized transverse reinforcement layout structure of high axial force reinforced concrete columns, which can avoid conflicts in the steel bar construction of high axial force reinforced concrete columns and improve the construction at the construction site. The result is safety defects in the building structure that cannot be completed according to the design standard drawings.
鋼筋混凝土(RC)柱斷面之橫向鋼筋(Transverse Reinforcement)的主要作用為提供剪力強度、避免縱向鋼筋66受壓挫屈及圍束核心混凝土，對於地震頻仍地區的建築物，後二者對於柱撓曲韌性的發展非常重要的。傳統的橫向箍筋，通常由一支圍繞斷面其兩端部並以135部錨定彎鉤相合的完整外箍筋62(下稱傳統柱箍筋)，以及數根一端具135度彎鉤、且另一端為90度彎鉤的繫筋(下稱135/90繫筋61)所組成，如圖1所示。 The main functions of the transverse reinforcement (Transverse Reinforcement) of the reinforced concrete (RC) column section are to provide shear strength, prevent the longitudinal steel bars 66 from buckling under pressure, and confine the core concrete. For buildings in earthquake-prone areas, the latter two are important for The development of column flexural toughness is very important. Traditional transverse stirrups usually consist of a complete external stirrup 62 (hereinafter referred to as traditional column stirrups) that surrounds both ends of the section and is connected with 135 anchoring hooks, as well as several 135-degree hooks at one end. , and the other end is composed of a tie bar with a 90-degree hook (hereinafter referred to as 135/90 tie bar 61), as shown in Figure 1.
此外，根據美國混凝土學會出版之ACI318-19之規定，當柱軸力高於0.3f ’ c A g (其中f ’ c 為混凝土標稱壓強度，A g 為柱總斷面積)時，每一縱向主筋均有閉合箍筋或繫筋提供側向支撐，如圖2所示。如果繫筋都使用135度彎鉤(下稱135/135繫筋63)，以600x600mm斷面、D25主筋及D13橫向鋼筋為例，配合實際的柱斷面尺寸、鋼筋尺寸及135/135繫筋63轉繪製施工圖，則上述柱斷面如圖2所示的施工圖，此時繫筋的彎鉤糾結在一起，繫筋之耐震彎鉤將無法按設計標準圖說施工完成鋼筋混凝土柱之鋼筋籠安裝。 In addition, according to the regulations of ACI318-19 published by the American Concrete Institute, when the column axial force is higher than 0.3 f ' c A g (where f ' c is the nominal compressive strength of concrete and A g is the total cross-sectional area of the column), each The longitudinal main bars have closed stirrups or tie bars to provide lateral support, as shown in Figure 2. If the tie bars all use 135-degree hooks (hereinafter referred to as 135/135 tie bars 63), take the 600x600mm section, D25 main bar and D13 transverse steel bar as an example, and match the actual column section size, steel bar size and 135/135 tie bars. Turn 63 to draw the construction drawing, the cross-section of the above column is as shown in Figure 2. At this time, the hooks of the tie bars are tangled together, and the earthquake-resistant hooks of the tie bars will not be completed according to the design standard drawings. The steel bars of the reinforced concrete columns Cage installation.
再，若設計單位於該柱之四個角落部配置三支一束之柱主筋時。該橫向圍束箍筋即存在因其起始端部及終止端部兩端之135度錨定彎鉤無法配合按設計標準圖說施作捆束之力學重大缺陷。本創作亦可解之，如圖7所示。 Furthermore, if the design unit configures three main columns in a bundle at the four corners of the column. This transverse confinement stirrup has a major mechanical defect in that the 135-degree anchoring hooks at both ends of the starting and ending ends cannot cooperate with the binding according to the design standard drawings. This creation can also be solved, as shown in Figure 7.
土木401-110(中國土木水利工程學會，2021)，係以美國ACI 318-19規範為主要參考依據，完成「混凝土設計規範及解說」，其中有關柱構材橫向鋼筋之耐震特別規定，除依據ACI 318-19既有規定外，在P u >0.3f ’ c A g (高軸力)的情況下，針對所有主筋須被外箍筋62角落或耐震彎鉤圍繞的規定，將兩端為耐震彎鉤的繫筋放寬為一端具135度鉤且另一端為90度鉤的傳統繫筋，即135/90繫筋61。但必需依ACI 318-19的新增公式，增加其橫向鋼筋量，致生當柱斷面包含有大量的縱向鋼筋66時，在組裝柱鋼筋籠時，很難將筋準確地安裝於標準的配置位置。此將導致橫向鋼筋的圍束效能低於高軸力鋼筋混凝土柱之設計值。 Civil Engineering 401-110 (China Civil and Hydraulic Engineering Society, 2021), which is based on the American ACI 318-19 specification as the main reference basis, completed the "Concrete Design Specifications and Explanations", which includes special provisions on the seismic resistance of the transverse steel bars of column members, in addition to the basis In addition to the existing provisions of ACI 318-19, in the case of P u >0.3 f ' c A g (high axial force), for the requirement that all main bars must be surrounded by the corners of outer stirrups 62 or seismic hooks, both ends are The tie bars of the seismic-resistant bent hooks are broadened to the traditional tie bars with a 135-degree hook at one end and a 90-degree hook at the other end, that is, 135/90 tie bars 61. However, the amount of transverse steel bars must be increased according to the new formula of ACI 318-19. As a result, when the column section contains a large number of longitudinal steel bars 66, it is difficult to accurately install the bars in the standard configuration when assembling the column steel cage. Location. This will result in the confinement efficiency of transverse steel bars being lower than the design value of high axial force reinforced concrete columns.
為改善前述耐震設計規範在P u >0.3f ’ c A g 高軸力(其中f ’ c 為混凝土標稱壓強度，A g 為柱總斷面積)的情況下，所有外圍縱向鋼筋66均需被閉合箍筋或繫筋提供橫側向圍束支撐。而發生採用傳統箍筋及135/90繫筋61或135/135繫筋63之高軸力鋼筋混凝土柱無法按設計標準圖說施工之結構安全缺陷。可採內政部建築研究所研發之「組合繫筋65」如圖3a及圖3b所示的改善方式。其每一組合繫筋65，由兩支一端為180度彎鉤，一端為直線的J形鋼筋64組合而成。並以兩支直線J型鋼筋筋結合為一組合繫筋65。實施時由柱之對邊往柱內***，只要主筋淨間距滿足設計規範的要求，即有足夠的空間來安裝組合繫筋65，每一支J形鋼筋64之180度彎鉤，可以和 柱之縱向主筋密接，另端則可安裝於橫向柱箍筋之上並與另一支J形鋼筋64之彎鉤部互相以鐵線綁固。如此即可改善135/135繫筋63或135/90繫筋61施工性衝突。此外，組合之其中一支J形鋼筋64，將其直線端架在外筋上，第二支J形鋼筋64的直線端，以鐵絲固定在第一支形鋼筋上，如此可以避免混凝土澆置時J形鋼筋64發生移位。基本上只要超過拉力搭接所需長度，就可發揮組合繫筋65的預期功能。惟此一組合繫筋65工法需於每組組合繫筋65之兩端彎鉤與端部與柱主筋以鐵線步步綁固於傳統箍筋上。導致營建直接人工成本大幅增加。以及產生組合繫筋65施作量將較原設計用量倍增之成本不經濟、並且有額外增加柱淨荷重及組合繫筋65於柱體內可能發生無效搭接之風險。因此「組合繫筋65」之改善尚存有耐震性能及實施成本相對不保守之至少兩項疑慮。 In order to improve the aforementioned seismic design specifications when P u >0.3 f ' c A g high axial force (where f ' c is the nominal compressive strength of concrete and A g is the total cross-sectional area of the column), all peripheral longitudinal steel bars 66 are required Lateral confinement support is provided by closed stirrups or ties. However, high axial force reinforced concrete columns using traditional stirrups and 135/90 tie bars 61 or 135/135 tie bars 63 have structural safety defects that cannot be constructed according to the design standard drawings. The improvement method shown in Figure 3a and Figure 3b can be adopted as shown in Figure 3a and Figure 3b. Each combined tie bar 65 is composed of two J-shaped steel bars 64 with a 180-degree hook at one end and a straight line at the other end. And two straight J-shaped steel bars are combined into a combined tie bar 65. During implementation, it is inserted from the opposite side of the column into the column. As long as the net spacing between the main bars meets the requirements of the design specification, there will be enough space to install the combined tie bars 65. The 180-degree hook of each J-shaped steel bar 64 can be connected to the column. The longitudinal main bar is closely connected, and the other end can be installed on the transverse column stirrup and tied with the hook portion of the other J-shaped steel bar 64 with iron wires. In this way, the construction conflicts of 135/135 tie bars 63 or 135/90 tie bars 61 can be improved. In addition, one of the J-shaped steel bars 64 is assembled, and its straight end is placed on the external steel bar. The straight end of the second J-shaped steel bar 64 is fixed on the first branch-shaped steel bar with an iron wire. This can avoid the need for concrete pouring. The J-shaped steel bar 64 is displaced. Basically, as long as the length required for tension overlap is exceeded, the expected function of the combined tie rib 65 can be exerted. However, this construction method of combined tie bars 65 requires the hooks and ends of each set of combined tie bars 65 and the column main bars to be tied step by step to the traditional stirrups with iron wires. This resulted in a significant increase in construction direct labor costs. In addition, the cost of applying the combined tie bars 65 will be doubled compared to the original designed amount, and there will be an additional increase in the net load of the column and the risk of invalid overlap of the combined tie bars 65 in the column. Therefore, the improvement of "combined tie rib 65" still has at least two concerns: the seismic performance and implementation cost are relatively unconservative.
有鑑於規範對於鋼筋凝土柱承受高軸力時，主筋束制的要求更趨嚴格之規定，未來135/90繫筋61安裝將愈形困難。針對國內中高層鋼筋凝土建築物之高軸力底層柱構件，本創作提出考量排除繫筋安裝施工衝突；以及滿足按圖施作成果且成本合宜之「高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構」，期能改良國內鋼筋混凝土柱之可按圖施工性，並完善高軸力結構柱之圍束效能以提升主構件之耐震能力符合設計需求，進而避免高軸力鋼筋混凝土柱因施工性不良導致建築物整體因地震產生傾斜甚至倒塌的悲劇一再發生。 In view of the regulations that require stricter main tendon systems when reinforced concrete columns are subjected to high axial forces, the installation of 135/90 tie bars 61 will become increasingly difficult in the future. In view of the high axial force bottom column components of domestic medium and high-rise reinforced concrete buildings, this creation proposes to consider eliminating construction conflicts in the installation of tie bars; and "optimized confinement steel bars for high axial force reinforced concrete columns that meet the construction results according to the drawings and are reasonably cost-effective" "Layout structure", it is expected to improve the constructability of domestic reinforced concrete columns according to drawings, and improve the confinement efficiency of high axial force structural columns to enhance the seismic resistance of main components to meet design requirements, thereby preventing high axial force reinforced concrete columns from being damaged due to construction Tragedies such as poor sex causing entire buildings to tilt or even collapse due to earthquakes have occurred again and again.
綜上，本創作提出之「高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構」其改良型閉合箍筋及繫筋可滿足高軸力鋼筋混凝土結構柱所需之圍束效能，亦可解決前述組合繫筋65量較原設計用量倍增、營建成本增加及繫筋於高軸力結構柱體內可能發生無效搭接之風險。達成改善工地端 施工成果符合高軸力結構柱設計圖說之功效。進而得到提升建築物之耐震結構安全之效果。 In summary, the improved closed stirrups and ties of the "optimized confinement steel bar layout structure of high axial force reinforced concrete columns" proposed by this creation can meet the required confinement performance of high axial force reinforced concrete structural columns and can also solve the problem. The amount of the aforementioned combined tie bars 65 is doubled compared to the original design, the construction cost is increased, and there is a risk of invalid overlap of the tie bars in the column of the high axial force structure. Achieve improvements on the construction site The construction results are in line with the design drawings of high axial force structural columns. Thus, the effect of improving the seismic structural safety of the building can be obtained.
因此，本創作揭露一種高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的一實施例，其至少包括複數個縱向主筋、複數個橫向水平繫筋、複數個橫向垂直繫筋、至少一橫向第一箍筋。複數個主筋在高軸力鋼筋混凝土柱之一方形設置面上，分別縱向垂直配設而構成為：在所述方形設置面的4個角落部及4個周邊的區域分別配設有至少1支縱向主筋。複數個橫向水平繫筋分別布設於所述方形設置面的X軸方向或橫軸方向且固設於所述複數個主筋上，各所述橫向水平繫筋分別由直徑皆為Dx的單一鋼筋彎折而形成為：具有6個90度直角部的一矩形輪廓，且在起始端具有經90度彎折長度Lx1所形成的一第一起始錨定段、於終端具有經90度彎折長度Lx2所形成的一第一末尾錨定段。複數個橫向垂直繫筋分別布設於所述方形設置面的Y軸方向或縱軸方向且固設於所述複數個主筋上，各所述垂直繫筋分別由直徑皆為Dy的單一鋼筋彎折而形成為：具有6至少個90度直角部的一矩形輪廓，且在起始端具有經90度彎折長度Ly1所形成的一第二起始錨定段、於終端具有經90度彎折長度Ly2所形成的一第二末尾錨定段。至少一橫向第一箍筋分別正交於所述複數個所述橫向水平繫筋、所述橫向垂直繫筋且固設於所述複數個主筋上，各所述第一箍筋分別為由直徑皆為Da的單一鋼筋彎折而形成為：具有6個90度直角部的一矩形輪廓，在起始端具有經90度彎折長度La1所形成的一第三起始錨定段、於終端具有經90度彎折長度La2所形成的一第三末尾錨定段。其中，所述第一箍筋的所述第三起始錨定段之錨定長度La1p、所述第一箍筋的所述第三末尾錨定段La2p、所述水平繫筋 之直徑Dx、所述垂直繫筋之直徑Dy、所述箍筋之直徑Da符合下列關係式(1)~(3)中之任一者：La1p=La2p≧12Dx≧15cm……………(1) Therefore, the present creation discloses an embodiment of an optimized confinement steel bar layout structure for high axial force reinforced concrete columns, which at least includes a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one transverse third bar. A stirrup. A plurality of main bars are arranged longitudinally and vertically on one of the square installation surfaces of the high axial force reinforced concrete columns, and are configured as follows: at least one branch is respectively arranged at the four corners and four peripheral areas of the square installation surface. Longitudinal main ribs. A plurality of transverse horizontal tie bars are respectively arranged in the X-axis direction or the transverse axis direction of the square installation surface and fixed on the plurality of main bars. Each of the transverse horizontal tie bars is bent from a single steel bar with a diameter of Dx. Folded to form a rectangular outline with six 90-degree right angles, a first initial anchoring segment formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending length Lx2 at the terminal end. formed by a first end anchor segment. A plurality of transverse vertical tie bars are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and fixed on the plurality of main bars. Each of the vertical tie bars is bent from a single steel bar with a diameter of Dy. It is formed into: a rectangular outline with at least six 90-degree right angle parts, and a second initial anchoring segment formed by a 90-degree bending length Ly1 at the starting end, and a 90-degree bending length at the terminal end. Ly2 forms a second terminal anchor segment. At least one transverse first stirrup is orthogonal to the plurality of transverse horizontal tie bars and the transverse vertical tie bars and is fixed on the plurality of main bars. Each of the first stirrups has a diameter of A single steel bar, both Da, is bent to form a rectangular outline with six 90-degree right angles, a third starting anchoring section formed by a 90-degree bending length La1 at the starting end, and a third starting anchoring section at the end. A third terminal anchoring section is formed by a 90-degree bending length La2. Among them, the anchoring length La1p of the third initial anchoring section of the first stirrup, the third end anchoring section La2p of the first stirrup, the horizontal tie bar The diameter Dx, the diameter Dy of the vertical tie bars, and the diameter Da of the stirrups comply with any of the following relationships (1)~(3): La1p=La2p≧12Dx≧15cm…………( 1)
La1p=La2p≧12Dy≧15cm……………(2) La1p=La2p≧12Dy≧15cm…………(2)
La1p=La2p≧12Da≧15cm……………(3)。 La1p=La2p≧12Da≧15cm…………(3).
又，本創作還揭露一種高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的另一實施例，其至少包括複數個縱向主筋、複數個橫向水平繫筋、複數個橫向垂直繫筋、至少一橫向第二箍筋。複數個主筋在高軸力鋼筋混凝土柱之一方形設置面上，分別縱向垂直配設而構成為：在所述方形設置面的4個角落部及4個周邊的區域分別配設有至少一個主筋。複數個橫向水平繫筋分別布設於所述方形設置面的X軸方向或橫軸方向且固設於所述複數個主筋上，各所述橫向水平繫筋分別由直徑皆為Dx的單一鋼筋彎折而形成為：具有6個90度直角部的一矩形輪廓，且在起始端具有經90度彎折長度Lx1所形成的一第一起始錨定段、於終端具有經90度彎折長度Lx2所形成的一第一末尾錨定段。複數個垂直繫筋分別布設於所述方形設置面的Y軸方向或縱軸方向且固設於所述複數個主筋上，各所述垂直繫筋分別由直徑皆為Dy的單一鋼筋彎折而形成為：具有6個90度直角部的一矩形輸廓，且在起始端具有經90度彎折長度Ly1所形成的一第二起始錨定段、於終端具有經90度彎折長度Ly2所形成的一第二末尾錨定段。至少一第二箍筋分別正交於所述複數個所述水平繫筋、所述垂直繫筋且固設於所述複數個主筋上，各所述第二箍筋分別為由直徑皆為Db的單一鋼筋彎折而形成為：具有4個90度直角部的一矩形輪廓、在起始端具有經135度彎折長度Lb1所形成的一第四起始錨定段、與終端具有經135度彎折長度Lb2所形成的一第四末尾錨定段。其中，Lb1與Lb2之相疊交叉點所構成的相疊交叉點直角部與 其他90度直角部組成該矩形輪廓。其中，水平繫筋之直徑Dx、所述點垂直繫筋之直徑Dy、所述箍筋之直徑Db符合下列關係式(4)~(5)中之任一者：Lb1=Lb2=Dx≧6Dx≧12cm……………………(4) Furthermore, the present invention also discloses another embodiment of an optimized confinement steel bar layout structure for high axial force reinforced concrete columns, which at least includes a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one Lateral second stirrup. A plurality of main bars are arranged longitudinally and vertically on one of the square installation surfaces of the high axial force reinforced concrete columns to form: at least one main reinforcement is arranged at four corners and four peripheral areas of the square installation surface. . A plurality of transverse horizontal tie bars are respectively arranged in the X-axis direction or the transverse axis direction of the square installation surface and fixed on the plurality of main bars. Each of the transverse horizontal tie bars is bent from a single steel bar with a diameter of Dx. Folded to form a rectangular outline with six 90-degree right angles, a first initial anchoring segment formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending length Lx2 at the terminal end. formed by a first end anchor segment. A plurality of vertical tie bars are respectively laid out in the Y-axis direction or the longitudinal axis direction of the square installation surface and fixed on the plurality of main bars. Each of the vertical tie bars is bent from a single steel bar with a diameter of Dy. It is formed as: a rectangular output with six 90-degree right-angled portions, a second initial anchoring section formed by a 90-degree bending length Ly1 at the starting end, and a 90-degree bending length Ly2 at the terminal end. formed by a second end anchor segment. At least one second stirrup is orthogonal to the plurality of horizontal tie bars and the plurality of vertical tie bars and is fixed on the plurality of main bars. Each of the second stirrups has a diameter of Db. A single steel bar is bent to form a rectangular outline with four 90-degree right angles, a fourth initial anchoring section formed by a 135-degree bending length Lb1 at the starting end, and a 135-degree bending length at the end. A fourth terminal anchoring section is formed by the bending length Lb2. Among them, the right angle part of the overlapping intersection formed by the overlapping intersection of Lb1 and Lb2 is equal to Other 90 degree right angles form the rectangular outline. Among them, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars at the point, and the diameter Db of the stirrups conform to any of the following relationships (4) ~ (5): Lb1=Lb2=Dx≧6Dx ≧12cm……………………(4)
Lb1=Lb2=Dy≧6Dy≧12cm……………………(5)。 Lb1=Lb2=Dy≧6Dy≧12cm……………………(5).
在另一實施例中，所述主筋的平均直徑Dm、所述水平繫筋之直徑Dx、所述垂直繫筋之直徑Dy、所述第一箍筋之直徑Da符合下列關係式(6)~(9)中之任一者：Dm>Dx=Dy……………………(6) In another embodiment, the average diameter Dm of the main bars, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Da of the first stirrups comply with the following relationship formula (6) ~ Any of (9): Dm>Dx=Dy……………………(6)
Dm>Dx=Da……………………(7) Dm>Dx=Da……………………(7)
Dm>Dy=Da……………………(8) Dm>Dy=Da……………………(8)
Dm>Dx=Dy=Da……………………(9)。 Dm>Dx=Dy=Da……………………(9).
在另一實施例中，所述主筋的平均直徑Dm、所述水平繫筋之直徑Dx、所述垂直繫筋之直徑Dy、所述第二箍筋之直徑Db符合下列關係式(10)~(13)中之任一者：Dm>Dx=Dy……………………(10)；Dm>Dx=Db……………………(11)；Dm>Dy=Db……………………(12)；Dm>Dx=Dy=Db……………………(13)。 In another embodiment, the average diameter Dm of the main bars, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Db of the second stirrups comply with the following relationship (10) ~ Any of (13): Dm>Dx=Dy……………………(10); Dm>Dx=Db………………(11); Dm>Dy=Db…… ………………(12); Dm>Dx=Dy=Db………………(13).
在另一實施例中，所述水平繫筋之該第一起始錨定段的長度Lx1、該第一末尾錨定段的長度Lx2、所述垂直繫筋之該第一起始錨定段的長度Ly1、該第一末尾錨定段的長度Ly2符合下列關係式(14)~(16)中之任一者：Lx1=Lx2且Ly1=Ly2……………………(14)。 In another embodiment, the length Lx1 of the first initial anchoring section of the horizontal tie bar, the length Lx2 of the first end anchoring section, and the length of the first initial anchoring section of the vertical tie bar are Ly1, the length Ly2 of the first end anchor segment conforms to any one of the following relationships (14)~(16): Lx1=Lx2 and Ly1=Ly2……………………(14).
Lx1≧Ly1且Lx2≧Ly2……………………(15)。 Lx1≧Ly1 and Lx2≧Ly2……………………(15).
Lx2≦Ly2且Lx1≦Ly1……………………(16)。 Lx2≦Ly2 and Lx1≦Ly1……………………(16).
在另一實施例中，所述水平繫筋的數量為至少1個或以上；以及所述垂直繫筋的數量為至少有1個或以上。 In another embodiment, the number of the horizontal tie bars is at least 1 or more; and the number of the vertical tie bars is at least 1 or more.
在另一實施例中，在所述方形設置面的4個角落部分別配設至少3個主筋；以及在所述方形設置面的4個周邊的區域分別配設至少3個主筋。 In another embodiment, at least three main ribs are respectively arranged at four corners of the square installation surface; and at least three main ribs are respectively arranged at four peripheral areas of the square installation surface.
在另一實施例中，所述第一箍筋之該第三起始錨定段長度La1、該第三末尾錨定段長度La2為符合下列關係式：La1≧La2或La2≧La1。 In another embodiment, the length La1 of the third initial anchoring section and the length La2 of the third end anchoring section of the first stirrup comply with the following relationship: La1≧La2 or La2≧La1.
在另一實施例中，所述第一箍筋的所述第三起始錨定段、所述第三末尾錨定段為非錨定固設於所述方形設置面的任一個角落部，而是與所述水平繫筋、及/或所述垂直繫筋相互平行並均錨定入柱體之核心混凝土。 In another embodiment, the third initial anchoring section and the third end anchoring section of the first stirrup are non-anchored and fixed to any corner of the square installation surface, Instead, the horizontal tie bars and/or the vertical tie bars are parallel to each other and anchored into the core concrete of the column.
在另一實施例中，在所述方形設置面的4個角落部分別配設至少1個主筋；以及在所述方形設置面的4個周邊的區域分別配設至少2個主筋。 In another embodiment, at least one main rib is provided at four corners of the square installation surface, and at least two main ribs are provided at four peripheral areas of the square installation surface.
在另一實施例中，所述第二箍筋為分別由直徑皆為Db的單一鋼筋彎折而形成為：具有3個90度直角部及在起始端具有經135度彎折長度Lb1所形成的一第四起始錨定段、與終端具有經135度彎折長度Lb2所形成的一第四末尾錨定段。其中，Lb1與Lb2之相疊交叉點直角部與所述3個90度直角部組成之矩形輪廓；並且所述第二箍筋的所述第四起始錨定段、 所述第四末尾錨定段係錨定固設於所述方形設置面的任一個角落部並圍束至少1主筋。 In another embodiment, the second stirrups are formed by bending a single steel bar with a diameter of Db to have three 90-degree right-angled portions and a 135-degree bending length Lb1 at the starting end. A fourth starting anchoring section and a terminal end have a fourth ending anchoring section formed by a 135-degree bending length Lb2. Among them, the rectangular outline formed by the right-angled portion of the overlapping intersection point of Lb1 and Lb2 and the three 90-degree right-angled portions; and the fourth initial anchoring section of the second stirrup, The fourth end anchoring section is anchored and fixed at any corner of the square installation surface and surrounds at least one main rib.
在另一實施例中，所述第二箍筋之該第四起始錨定段的長度Lb1、該第四末尾錨定段的長度Lb2為符合關係式Lb1≧Lb2或Lb2≧Lb1。 In another embodiment, the length Lb1 of the fourth initial anchoring section and the length Lb2 of the fourth end anchoring section of the second stirrup satisfy the relationship Lb1≧Lb2 or Lb2≧Lb1.
P:方形設置面 P: Square setting surface
10:主筋 10: Main tendon
11:角落部 11:Corner part
12:周邊的區域 12: Surrounding area
20:水平繫筋 20: Horizontal tie bars
30:垂直繫筋 30: Vertical tie bars
40:第一箍筋 40:The first stirrup
50:第二箍筋 50:Second stirrup
27:第一起始錨定段 27: First starting anchor segment
28:第一末尾錨定段 28:First end anchor segment
37:第二起始錨定段 37: Second starting anchor segment
38:第二末尾錨定段 38:Second end anchor segment
47:第三起始錨定段 47: The third starting anchor segment
48:第三末尾錨定段 48: The third anchor segment at the end
57:第四起始錨定段 57: The fourth starting anchor segment
58:第四末尾錨定段 58: The fourth anchor segment at the end
21:90度直角部 21:90 degree right angle part
22:90度直角部 22:90 degree right angle part
23:90度直角部 23:90 degree right angle part
24:90度直角部 24:90 degree right angle part
25:90度直角部 25:90 degree right angle part
26:90度直角部 26:90 degree right angle part
31:90度直角部 31:90 degree right angle part
32:90度直角部 32:90 degree right angle part
33:90度直角部 33:90 degree right angle part
34:90度直角部 34:90 degree right angle part
35:90度直角部 35:90 degree right angle part
36:90度直角部 36:90 degree right angle part
41:90度直角部 41:90 degree right angle part
42:90度直角部 42:90 degree right angle part
43:90度直角部 43:90 degree right angle part
44:90度直角部 44:90 degree right angle part
45:90度直角部 45:90 degree right angle part
46:90度直角部 46:90 degree right angle part
51:相疊交叉點直角部 51: Overlapping intersection right angle part
52:90度直角部 52:90 degree right angle part
53:90度直角部 53:90 degree right angle part
54:90度直角部 54:90 degree right angle part
Lx1:第一起始錨定段之長度 Lx1: length of the first initial anchor segment
Lx2:第一末尾錨定段之長度 Lx2: The length of the first anchor segment
Ly1:第二起始錨定段之長度 Ly1: length of the second initial anchor segment
Ly2:第二末尾錨定段之長度 Ly2: The length of the anchor segment at the second end
La1:第三起始錨定段之長度 La1: length of the third starting anchor segment
La2:第三末尾錨定段之長度 La2: The length of the anchor segment at the end of the third
Lb1:第四起始錨定段之長度 Lb1: The length of the fourth starting anchor segment
Lb2:第四末尾錨定段之長度 Lb2: The length of the anchor segment at the end of the fourth
61:135/90繫筋 61:135/90 tie ribs
62:外箍筋 62:Outer stirrups
63:135/135繫筋 63:135/135 tie ribs
64:J形鋼筋 64:J-shaped steel bar
65:組合繫筋 65:Combined ribbing
66:縱向鋼筋 66:Longitudinal steel bars
圖1為顯示先前技術中之鋼筋混凝土耐震柱的橫向鋼筋配置示意圖。 Figure 1 is a schematic diagram showing the transverse steel bar configuration of a reinforced concrete earthquake-resistant column in the prior art.
圖2為顯示先前技術中之合乎ACI 318-19要求之橫向鋼筋配置圖。 Figure 2 is a diagram illustrating the arrangement of transverse steel bars in the prior art that complies with the requirements of ACI 318-19.
圖3a為顯示先前技術中之組合繫筋分解圖。 Figure 3a is an exploded view showing the combined ribs in the prior art.
圖3b為顯示先前技術中之上下搭接組合繫筋示意圖。 Figure 3b is a schematic diagram showing the upper and lower overlapped combined tie bars in the prior art.
圖4為顯示本創作之高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的剖面示意圖。 Figure 4 is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of the high axial force reinforced concrete column of this invention.
圖5為顯示本創作之水平繫筋20的結構示意圖。 Figure 5 is a schematic structural diagram showing the horizontal tie rib 20 of the present invention.
圖6為顯示本創作之垂直繫筋30的結構示意圖。 Figure 6 is a schematic structural diagram showing the vertical tie rib 30 of the present invention.
圖7為顯示本創作之第一箍筋40的結構示意圖。 Figure 7 is a schematic structural diagram showing the first stirrup 40 of the present invention.
圖8為顯示本創作另一實施例之高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的剖面示意圖。 Figure 8 is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of a high axial force reinforced concrete column according to another embodiment of the present invention.
圖9為顯示本創作之第二箍筋50的結構示意圖。 Figure 9 is a schematic structural diagram showing the second stirrup 50 of the present invention.
以下提供本創作具體實施例的詳細內容說明，然而本創作並不受限於下述實施例，且本創作中的圖式均屬於示意圖式，主要意在表示 各元件、機構、模組之間的連接關係，於此實施方式搭配各圖式作詳細說明如下。 Detailed descriptions of specific embodiments of this invention are provided below. However, this invention is not limited to the following embodiments, and the diagrams in this invention are all schematic diagrams and are mainly intended to represent The connection relationship between each component, mechanism, and module is described in detail in this embodiment with each drawing as follows.
首先，請參閱圖4，其為顯示本創作之高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的剖面示意圖，其包含有複數個縱向主筋10、複數個橫向水平繫筋20、複數個橫向垂直繫筋30、和至少一第一箍筋40。另請參閱圖5至圖7，其為依序顯示水平繫筋20、垂直繫筋30和第一箍筋40的結構示意圖。 First, please refer to Figure 4, which is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of the high axial force reinforced concrete column of this invention. It includes a plurality of longitudinal main bars 10, a plurality of transverse horizontal tie bars 20, and a plurality of transverse bars. Vertical tie bars 30, and at least one first stirrup 40. Please also refer to FIGS. 5 to 7 , which are structural schematic diagrams showing the horizontal tie bars 20 , the vertical tie bars 30 and the first stirrups 40 in sequence.
如圖4所示，在該高軸力鋼筋混凝土柱之一方形設置面P上，該些縱向主筋10分別垂直地面配設而構成為：在所述方形設置面P的4個角落部11設有至少1個主筋10，及在所述方形設置面P的4個周邊的區域12分別配設有至少2個主筋10；另請參閱圖4並同時參閱圖5，該些水平繫筋20分別布設於所述方形設置面P的X軸方向或橫軸方向且固設於所述複數個主筋10上，各所述水平繫筋20分別由單一鋼筋彎折而形成為：具有6個90度直角部21、22、23、24、25、26的一矩形輪廓，且在起始端具有經90度彎折長度Lx1所形成的一第一起始錨定段27、於終端具有經90度彎折長度Lx2所形成的一第一末尾錨定段28。 As shown in Figure 4, on a square installation surface P of the high axial force reinforced concrete column, the longitudinal main bars 10 are respectively arranged perpendicular to the ground and are configured as follows: four corners 11 of the square installation surface P are provided. There is at least one main rib 10, and at least two main ribs 10 are respectively arranged in the four peripheral areas 12 of the square installation surface P; please also refer to Figure 4 and refer to Figure 5 at the same time. The horizontal tie ribs 20 are respectively It is laid in the X-axis direction or the transverse axis direction of the square installation surface P and fixed on the plurality of main bars 10. Each of the horizontal tie bars 20 is formed by bending a single steel bar to have six 90-degree The right-angled portions 21, 22, 23, 24, 25, 26 have a rectangular outline, and have a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending at the terminal end. A first end anchor segment 28 is formed of length Lx2.
承上，請參閱圖4並同時參閱圖6，所述複數個垂直繫筋30分別布設於所述方形設置面的Y軸方向或縱軸方向且固設於所述複數個主筋10上，各所述垂直繫筋分別由單一鋼筋彎折而形成為：具有6個90度直角部31、32、33、34、35、36的一矩形輪廓，且在起始端具有經90度彎折長度Ly1所形成的一第二起始錨定段37、於終端具有經90度彎折長度Ly2所形成的一第二末尾錨定段38。又，請參閱圖4並同時參閱圖7，該至少一第一箍筋40為分別正交於所述水平繫筋20、所述垂直繫筋30且固設於所述複數個主筋10上，各所述第一箍筋40分別為由單一鋼筋彎折而形成為：具有6個90 度直角部41、42、43、44、45、46的一矩形輪廓，在起始端具有經90度彎折長度La1所形成的一第三起始錨定段47、於終端具有經90度彎折長度La2所形成的一第三末尾錨定段48，並且所述第一箍筋40之該第三起始錨定段47的長度La1、該第三末尾錨定段48的長度La2為符合下列關係式：La1≧La2或La2≧La1。 Continuing with the above, please refer to Figure 4 and refer to Figure 6 at the same time. The plurality of vertical tie ribs 30 are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and are fixed on the plurality of main ribs 10. The vertical tie bars are respectively formed by bending a single steel bar into a rectangular outline with six 90-degree right-angled portions 31, 32, 33, 34, 35, 36, and a 90-degree bending length Ly1 at the starting end. The formed second initial anchoring section 37 has a second end anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal end. Also, please refer to Figure 4 and refer to Figure 7 at the same time. The at least one first stirrup 40 is orthogonal to the horizontal tie bars 20 and the vertical tie bars 30 respectively and is fixed on the plurality of main bars 10. Each of the first stirrups 40 is formed by bending a single steel bar and has six 90 The rectangular outline of the right-angled portions 41, 42, 43, 44, 45, 46 has a third initial anchoring section 47 formed by a 90-degree bend length La1 at the starting end, and a 90-degree bend at the terminal end. A third end anchoring section 48 is formed by folding the length La2, and the length La1 of the third initial anchoring section 47 of the first stirrup 40 and the length La2 of the third end anchoring section 48 are in accordance with The following relationship formula: La1≧La2 or La2≧La1.
根據本創作的技術思想，當將各主筋10的平均直徑設為Dm、將構成該水平繫筋20之鋼筋的直徑設為Dx、將構成該垂直繫筋30之鋼筋的直徑設為Dy、以及將構成該第一箍筋40之鋼筋的直徑設為Da時，所述第一箍筋40的所述第三起始錨定段47與所述水平繫筋20間相互平行錨定於柱體核心混凝土之長度La1p(即，閉合箍筋第一入柱錨定長度，未圖示)、所述第一箍筋40的所述第三末尾錨定段48與所述水平繫筋20間之相互平行錨定於柱體核心混凝土之長度La2p(即，閉合箍筋第二入柱錨定長度，未圖示)、所述主筋10的平均直徑Dm、所述水平繫筋20之直徑Dx、所述垂直繫筋30之直徑Dy、所述第一箍筋40之直徑Da符合下列關係式(1)~(3)中之任一者：(1)La1p=La2p≧12Dx≧15cm；(2)La1p=La2p≧12Dy≧15cm；(3)La1p=La2p≧12Da≧15cm。 According to the technical idea of this creation, when the average diameter of each main bar 10 is set to Dm, the diameter of the steel bar constituting the horizontal tie bar 20 is set to Dx, the diameter of the steel bar constituting the vertical tie bar 30 is set to Dy, and When the diameter of the steel bar constituting the first stirrup 40 is set to Da, the third initial anchoring section 47 of the first stirrup 40 and the horizontal tie bar 20 are anchored to the column in parallel with each other. The length La1p of the core concrete (i.e., the first anchoring length of the closed stirrup into the column, not shown), the third end anchoring section 48 of the first stirrup 40 and the horizontal tie bar 20 The length La2p of the core concrete of the column anchored parallel to each other (i.e., the second anchoring length of the closed stirrup into the column, not shown), the average diameter Dm of the main bar 10, the diameter Dx of the horizontal tie bar 20, The diameter Dy of the vertical tie bar 30 and the diameter Da of the first stirrup 40 conform to any one of the following relationships (1) to (3): (1) La1p=La2p≧12Dx≧15cm; (2) )La1p=La2p≧12Dy≧15cm; (3)La1p=La2p≧12Da≧15cm.
又，所述主筋10的平均直徑Dm、所述水平繫筋20之直徑Dx、所述垂直繫筋30之直徑Dy、所述第一箍筋40之直徑Da符合下列關係式(6)~(9)中之任一者：(6)Dm>Dx=Dy；(7)Dm>Dx=Da；(8)Dm>Dy=Da In addition, the average diameter Dm of the main bar 10, the diameter Dx of the horizontal tie bar 20, the diameter Dy of the vertical tie bar 30, and the diameter Da of the first stirrup 40 comply with the following relationship formula (6)~( 9) Any of: (6) Dm>Dx=Dy; (7) Dm>Dx=Da; (8) Dm>Dy=Da
(9)Dm>Dx=Dy=Da。 (9)Dm>Dx=Dy=Da.
再者，所述水平繫筋之該第一起始錨定段的長度Lx1、該第一末尾錨定段的長度Lx2、所述垂直繫筋之該第一起始錨定段的長度Ly1、該第一末尾錨定段的長度Ly2符合下列關係式(14)~(16)中之任一者：(14)Lx1=Lx2且Ly1=Ly2；(15)Lx1≧Ly1且Lx2≧Ly2；(16)Lx2≦Ly2且Lx1≦Ly1。 Furthermore, the length Lx1 of the first initial anchoring section of the horizontal tie bar, the length Lx2 of the first end anchoring section, the length Ly1 of the first initial anchoring section of the vertical tie bar, the length The length Ly2 of an anchor segment at the end conforms to any one of the following relationships (14)~(16): (14) Lx1=Lx2 and Ly1=Ly2; (15) Lx1≧Ly1 and Lx2≧Ly2; (16) Lx2≦Ly2 and Lx1≦Ly1.
再者，根據本創作的技術思想，在該高軸力鋼筋混凝土柱之一方形設置面P上，所述水平繫筋20的數量為至少1個或以上，所述垂直繫筋30的數量為至少有1個或以上。 Furthermore, according to the technical idea of the present creation, on a square installation surface P of the high axial force reinforced concrete column, the number of the horizontal tie bars 20 is at least 1 or more, and the number of the vertical tie bars 30 is There is at least 1 or more.
另外，在本實施例中，在所述方形設置面P的4個角落部11分別配設至少3個主筋，在所述方形設置面P的4個周邊的區域12分別配設至少2個主筋，因此所述第一箍筋40的所述第三起始錨定47、所述第三末尾錨定段48為非錨定固設於所述方形設置面P的任一個角落部11，而是與所述水平繫筋20、及/或所述垂直繫筋30錨定平行固設於柱混凝土之核心部。 In addition, in this embodiment, at least three main ribs are respectively arranged at the four corner portions 11 of the square installation surface P, and at least two main ribs are respectively arranged at the four peripheral areas 12 of the square installation surface P. , therefore the third initial anchor 47 and the third end anchor section 48 of the first stirrup 40 are non-anchored and fixed to any corner 11 of the square installation surface P, and It is anchored and fixed parallel to the horizontal tie bars 20 and/or the vertical tie bars 30 at the core of the column concrete.
又，請參閱圖8，其為顯示本創作另一實施例的一種高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構的剖面示意圖，其包含有複數個主筋10、複數個水平繫筋20、複數個垂直繫筋30、和至少一第二箍筋50。另請參閱圖12，其為顯示第二箍筋50的結構示意圖，而水平繫筋20和垂直繫筋30的結構如圖5和圖6所示。 Also, please refer to Figure 8, which is a schematic cross-sectional view showing an optimized confinement steel bar layout structure of a high axial force reinforced concrete column according to another embodiment of the present invention. It includes a plurality of main bars 10, a plurality of horizontal tie bars 20, A plurality of vertical tie bars 30 and at least one second stirrup 50. Please also refer to Figure 12, which is a schematic structural diagram showing the second stirrup 50, and the structures of the horizontal tie bars 20 and the vertical tie bars 30 are shown in Figures 5 and 6.
如圖8所示，在該高軸力鋼筋混凝上柱之一方形設置面P上，該些主筋10分別垂直地面配設而構成為：在所述方形設置面P的4個角落部11及4個周邊的區域12分別配設有至少1個主筋10；另請參閱圖8並同時參閱圖5，該些水平繫筋20分別布設於所述方形設置面P的X軸方向或橫軸方 向且固設於所述複數個主筋10上，各所述水平繫筋20分別由單一鋼筋彎折而形成為：具有6個90度直角部21、22、23、24、25及26的一矩形輪廓，且在起始端具有經90度彎折長度Lx1所形成的一第一起始錨定段27、於終端具有經90度彎折長度Lx2所形成的一第一末尾錨定段28。 As shown in Figure 8, on a square installation surface P of the high axial force reinforced concrete upper column, the main bars 10 are respectively arranged vertically to the ground to form: at the four corners 11 of the square installation surface P and four peripheral areas 12 are respectively equipped with at least one main rib 10; please also refer to Figure 8 and refer to Figure 5 at the same time. These horizontal tie ribs 20 are respectively arranged in the X-axis direction or the horizontal axis of the square setting surface P. square and fixed on the plurality of main bars 10. Each of the horizontal tie bars 20 is bent from a single steel bar to form: a bar with six 90-degree right-angled portions 21, 22, 23, 24, 25 and 26. It has a rectangular outline, and has a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end, and a first end anchoring section 28 formed by a 90-degree bending length Lx2 at the terminal end.
承上，請參閱圖8並同時參閱圖6，所述複數個垂直繫筋30分別布設於所述方形設置面的Y軸方向或縱軸方向且固設於所述複數個主筋10上，各所述垂直繫筋分別由單一鋼筋彎折而形成為：具有6個90度直角部31、32、33、34、35、36的一矩形輪廓，且在起始端具有經90度彎折長度Ly1所形成的一第二起始錨定段37、於終端具有經90度彎折長度Ly2所形成的一第二末尾錨定段38。又，請參閱圖8並同時參閱圖9，該至少第二箍筋50為分別正交於所述水平繫筋20、所述垂直繫筋30且固設於所述複數個主筋10上，各所述第二箍筋50分別為由單一鋼筋彎折而形成為：具有3個90度直角部52、53、54的一矩形輪廓，在起始端具有經135度彎折長度Lb1所形成的一第四起始錨定段57、於終端具有經135度彎折長度Lb2所形成的一第四末尾錨定段。其中57及58彼此交錯形成相疊交叉點直角部51並且所述第二箍筋50之該第四起始錨定段57的長度Lb1、該第四末尾錨定段58的長度Lb2為符合下列關係式：Lb1≧Lb2或Lb2≧Lb1。 Continuing with the above, please refer to Figure 8 and refer to Figure 6 at the same time. The plurality of vertical tie ribs 30 are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and are fixed on the plurality of main ribs 10. The vertical tie bars are respectively formed by bending a single steel bar into a rectangular outline with six 90-degree right-angled portions 31, 32, 33, 34, 35, 36, and a 90-degree bending length Ly1 at the starting end. The formed second initial anchoring section 37 has a second end anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal end. Also, please refer to Figure 8 and Figure 9 at the same time. The at least second stirrups 50 are orthogonal to the horizontal tie bars 20 and the vertical tie bars 30 respectively and are fixed on the plurality of main bars 10. The second stirrups 50 are respectively formed by bending a single steel bar into a rectangular outline with three 90-degree right-angled portions 52, 53, 54, and a rectangular profile formed by a 135-degree bending length Lb1 at the starting end. The fourth initial anchoring section 57 has a fourth end anchoring section formed by a 135-degree bending length Lb2 at the terminal end. 57 and 58 are interlaced with each other to form the overlapping intersection right-angle portion 51 and the length Lb1 of the fourth initial anchoring section 57 of the second stirrup 50 and the length Lb2 of the fourth end anchoring section 58 are as follows: Relationship: Lb1≧Lb2 or Lb2≧Lb1.
根據本創作的技術思想，當將各主筋10的平均直徑設為Dm、將構成該水平繫筋20之鋼筋的直徑設為Dx、將構成該垂直繫筋30之鋼筋的直徑設為Dy、以及將構成該第一箍筋40之鋼筋的直徑設為Da時，所述水平繫筋20之直徑Dx、所述垂直繫筋30之直徑Dy、所述第二箍筋50之直徑Db符合下列關係式(4)~(5)中之任一者(4)Lb1=Lb2≧6Dx≧12cm；(5)Lb1=Lb2≧6Dy≧12cm。 According to the technical idea of this creation, when the average diameter of each main bar 10 is set to Dm, the diameter of the steel bar constituting the horizontal tie bar 20 is set to Dx, the diameter of the steel bar constituting the vertical tie bar 30 is set to Dy, and When the diameter of the steel bar constituting the first stirrup 40 is set to Da, the diameter Dx of the horizontal tie bar 20, the diameter Dy of the vertical tie bar 30, and the diameter Db of the second stirrup 50 satisfy the following relationship Any one of formulas (4)~(5) (4)Lb1=Lb2≧6Dx≧12cm; (5)Lb1=Lb2≧6Dy≧12cm.
又，所述主筋10的平均直徑Dm、所述水平繫筋20之直徑Dx、所述垂直繫筋30之直徑Dy、所述第二箍筋50之直徑Db符合下列關係式(10)~(13)中之任一者：(10)Dm>Dx=Dy；(11)Dm>Dx=Db；(12)Dm>Dy=Db；(13)Dm>Dx=Dy=Db。 In addition, the average diameter Dm of the main bar 10, the diameter Dx of the horizontal tie bar 20, the diameter Dy of the vertical tie bar 30, and the diameter Db of the second stirrup 50 comply with the following relationship formula (10)~( Any of 13): (10) Dm>Dx=Dy; (11) Dm>Dx=Db; (12) Dm>Dy=Db; (13) Dm>Dx=Dy=Db.
再者，在本實施例中，在該高軸力鋼筋混凝土柱之一方形設置面P上，4個角落部11分別配設至少1個主筋10，4個周邊的區域12分別配設至少2個主筋10，而所述第二箍筋50分別由直徑皆為Db的單一鋼筋彎折而形成為：具有3個90度直角部52、53、54。及在起始端具有經135度彎折長度Lb1所形成的所述第四起始錨定段57、與終端具有經135度彎折長度Lb2所形成的所述第四末尾錨定段58形成1個相疊交叉點直角部51。所述相疊交叉點直角部51與所述52、53、5組成具4個90度直角部之矩形輪廓。 Furthermore, in this embodiment, on a square installation surface P of the high axial force reinforced concrete column, the four corner portions 11 are respectively equipped with at least one main bar 10, and the four peripheral areas 12 are respectively equipped with at least two main bars 10. There are three main bars 10, and the second stirrups 50 are respectively bent from a single steel bar with a diameter of Db to have three 90-degree right-angled portions 52, 53, and 54. And the fourth starting anchoring section 57 formed by a 135-degree bending length Lb1 at the starting end, and the fourth end anchoring section 58 formed by a 135-degree bending length Lb2 at the terminal end form 1 51 overlapping intersection right-angle portions. The overlapping intersection right-angled portion 51 and 52, 53, and 5 form a rectangular outline with four 90-degree right-angled portions.
在另一實施例中，所述第二箍筋之該第四起始錨定段的長度Lb1、該第四末尾錨定段的長度Lb2為符合關係式Lb1≧Lb2或Lb2≧Lb1。 In another embodiment, the length Lb1 of the fourth initial anchoring section and the length Lb2 of the fourth end anchoring section of the second stirrup satisfy the relationship Lb1≧Lb2 or Lb2≧Lb1.
經由上述實施例，本創作之高軸力鋼筋混凝土柱之優化圍束鋼筋布設結構具有以下幾點優勢： Through the above embodiments, the optimized confinement steel bar layout structure of high axial force reinforced concrete columns of this invention has the following advantages:
(1)解決內繫筋與內繫筋間距不足之衝突。 (1) Solve the conflict between internal reinforcement and insufficient spacing between internal reinforcement.
(2)解決彎鉤與複數之主筋構成一束筋時無法按圖施作之衝突。 (2) Solve the conflict that cannot be executed according to the drawing when hooks and multiple main tendons form a tendon.
(3)所述各箍筋及繫筋之各個錨定部可確保組合繫筋之起始及末尾端部穩固錨定於柱體之核心混凝土。 (3) Each anchoring portion of each stirrup and tie bar can ensure that the starting and final ends of the combined tie bar are firmly anchored to the core concrete of the column.
(4)解決組合繫筋因搭接長而限制柱體長寬度的問題。 (4) Solve the problem that the length and width of the column are limited by the long overlap of the combined tie bars.
雖然上文中已說明了各種具體實施例，但應理解的是，它們係僅做為例示、而非限制而提出。因此，一較佳具體實施例的廣度與範疇並不受上述任一例示具體實施例所限制，而應僅由如附申請專利範圍及其等效例所定義。 Although various specific embodiments have been described above, it should be understood that they are provided by way of illustration only and not limitation. Therefore, the breadth and scope of a preferred embodiment are not limited by any of the above illustrated embodiments, but should only be defined by the appended claims and their equivalents.
P:方形設置面 P: Square setting surface
10:主筋 10: Main tendon
11:角落部 11:Corner part
12:周邊的區域 12: Surrounding area
20:水平繫筋 20: Horizontal tie bars
30:垂直繫筋 30: Vertical tie bars
40:第一箍筋 40:The first stirrup
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