經濟部中央標隼局員工消費合作社印製 504534 Μ __^__Β7 _, __ 五、發明説明（） 1·發明背景 水泥之發明迄今約爲一百年，自水泥發明以後， 方以水泥砂漿做爲磚塊間之黏著材料，以建造磚造房 屋替代土塊房屋或木竹材料房屋；由於水砂漿及混凝 土之性質對抗拉應力甚低，無法抗拒拉力，故有抗拉 圓鋼筋之發明；自此，方有結合混凝土與圓鋼筋以發 揮二種材料各具抗壓與抗拉特性之所謂鋼筋混凝土短 跨度橋梁或低矮一、二樓房屋之建造，迄今亦僅有七、 八十年歷史，如今未開發國家仍停留在此一階段；以 台灣而言，鋼筋混凝土結構普遍應用於土木、建築工| 程之歷史，尙未超過四十年。 由於科學家之不斷硏究發明，促進工程力學理論 及應用之發展，竹節鋼筋替代圓鋼筋及鋼料製造元素 之改變後，始提高鋼筋強度、水泥與骨材配比之改變 後，始提高混凝土強度，乃有今日鋼筋混凝土結構之 普遍被採用及高樓建築物之出現，其歷史約爲三十 年。 鋼筋混凝土結構之構材旣由鋼筋與混凝土結合而 成，但其抗拉與抗壓強度自有極限，且與所承受載重 成正比例，超過其極限負荷，則將遭到破壞；爲增加 構材負荷載重，只能以增加鋼筋與混凝土斷面積解 決，但鋼筋與混凝土之斷面增加，相對地亦將使自重 本紙張尺度適用中國國家標準（CNS ) Α4規格（210X297公釐） (請先閱讀背面之注意事項再填寫本頁)Printed by the Consumers' Cooperative of the Central Bureau of Standards of the Ministry of Economic Affairs 504534 Μ __ ^ __ Β7 _, __ V. Description of the Invention (1) Background of the Invention The invention of cement has been about 100 years ago. Since the invention of cement, cement mortar has been used Adhesive materials between bricks to build brick houses instead of clay houses or wood and bamboo materials houses; due to the nature of water mortar and concrete, the resistance to tensile stress is very low, unable to resist tensile forces, so there is the invention of tensile round bars; since then, Fang You has the construction of so-called reinforced concrete short-span bridges or low- and first- and second-floor houses that combine concrete and round steel bars to give play to the compressive and tensile properties of the two materials. So far, they have only 70 or 80 years of history. Undeveloped countries are still at this stage; for Taiwan, reinforced concrete structures have been widely used in civil and construction engineering. The history has not been more than 40 years. As scientists continue to invent inventions, and promote the development of engineering mechanics theory and applications, after the change of bamboo rods to replace round steel bars and steel manufacturing elements, the strength of concrete and the strength of concrete and aggregates are changed to improve the strength of concrete. It is the common use of today's reinforced concrete structures and the emergence of high-rise buildings. Its history is about thirty years. The structural material of reinforced concrete structure is made of steel and concrete, but its tensile and compressive strength has its own limit and is proportional to the load. If it exceeds its limit load, it will be damaged; in order to increase the structural material The load can only be solved by increasing the cross-sectional area of steel and concrete, but the increase in the cross-section of steel and concrete will relatively make the self-weight this paper size applicable to the Chinese National Standard (CNS) Α4 specification (210X297 mm) (Please read first (Notes on the back then fill out this page)
504534 Η 3 增加及建築使用空間縮小外；在樑柱構材相交接點之 鋼筋因數量過分密集，而使澆鑄混凝土施工困難，爲 解決澆鑄混凝土施工上之困難，只能以增加水量與採 用顆粒細小骨材，其結果直接影響混凝土強度，而使 結構體在安全上發生問題，無法達到設計預期載重效 果，一旦遭遇不可預測地震較大外力作用下，自然將 導致結構體局部之破壞，甚至倒塌。 兹爲解決現行鋼筋混凝土結構體在設計‘與施U；上 之缺點，是本發明「繫鈑構架混凝土結構」創作之主 要背景。 ‘ 2.創作之槪述 鋼筋混凝土結構體係由基礎（Foundation)、柱 (Column)、樑（Beam or Girder)與樓版（Slab)構成之剛 架結構（Rigid Famed Structure)。在外力作用下，檁主 要承受彎矩（Moment)與剪力(Shear)，在樑受彎矩與剪 力時，將產生內應力（Internal Stress)來抗拒外力；因 鋼筋之特性優點在抗拒拉力（Tension)，混凝土之特性 優點在抗拒壓力（Compression)，故由鋼筋與混凝土二 者構成抗彎曲拉應力與彎曲壓應力構成之力偶 (Couple)來抗拒外力彎矩。樑之破壞，導因於抗彎曲 •拉力鋼筋斷面積之不足，而達到降伏點（Yield Point) 後，撓度（Deflection)過大而自樑跨中向:樑^端45度龜 裂，而產生45度斜向剪力，其剪力即須由鋼筋箍筋 (Stirrups)之剪應力（Shearing Stress)加以抗拒 〇 r 4 m ()X 2!)7 公 y ) ~ 504534 Η 3 柱主要承受來自結構體上部瘈傳遞之載重壓力， 在柱軸心與壓力載重重心一致時，混凝土是一種經濟 的抗壓材料，但無論如何甚難使柱軸心與載重重心一 致，故柱必須承受偏心載重（Eccentric Load)，而產生 彎矩；又因混凝土之潛變（Creep)與收縮（Shnnkage)影 響‘下，減少混凝土抗壓強度，故柱必須使用縱向鋼筋 來抗拒彎矩及混凝土潛變與收縮轉移之載重壓力，爲 保護鋼筋不致受壓力後發生屈曲（Buckling)，而必需 以繫筋（Ties)加以拘束以控制柱之有效長度（Effective Length)，繫筋之間距並應依所受彎曲拉力及繫筋間 縱向鋼筋單獨時之屈曲來決定，以防止縱向鋼筋屈曲 後逼迫混凝土外層剝落，或受彎矩拉力而斜向龜裂或 剪斷，最後造成鋼筋混凝土柱完全失去效用，而導致 建築物之局部破壞或全部倒塌。 本發明「繫鈑構架混凝土結構」之樑構材係依鋼 筋混凝土結構力學理論爲基礎，以角鋼（Angle)或T 型鋼與鋼鈑帶（Steel Strips)爲肢材（Element)替代樑之 縱向鋼筋，以鋼鈑繫條（Laced bar)肢材替代樑之繫 筋；其特點在角鋼等可以承受抗彎曲拉應力外，並可 充分束制混凝土之凝結，至於T型鋼或鋼鈑帶即依彎 曲拉力或彎曲壓力大小需要斷面積加以佈設，倘因抗 拉力或抗壓力較大時，可以角鋼及鋼鈑帶等之厚度加 以調整’達到抗拉力或抗壓力需求，而不必如鋼筋混 凝土樑使用數層鋼筋，而使樑有效深度減少，無法 Τ Ί (210>< 2i)7 a ^ ) ' 504534 同時發揮抗拉或抗壓之相同應力等優點。鋼鈑繫條依 受最大載重後之載重設計，其鋼鈑繫條以垂直及45 度斜向構成’倘因撓度發生時，鋼飯繫條即發揮抗拒 拉應力及剪應力作用，以幫助樑跨兩端或跨中角鋼及 鋼鈑帶受拉力，且垂直與45.度鋼鈑繫條同時發生作 .用，其優點可以完全與結構力學理論一致，而與鋼筋 混凝土裰必須等待受彎曲拉力龜裂，抗拉鋼筋達到降 伏點後，始產生抗拉力及抗剪力之作用，是垂直及45 度斜向鋼飯繫條與鋼筋混凝土樑僅使用垂直箍筋不可 能達成之優點。況角鋼及鋼鈑帶或T型鋼與鋼鈑繫條 : 之組合均於工廠加工製造焊接而成，無論材質、尺寸、 長度與位置等容易管理控制；又因焊接之效果可以把 握’而不必擔心握裹應力（Bonding Stress)問題。以縱 向角鋼、或T型鋼或鋼鈑帶與鋼鈑繫條等肢材組成之 樑稱「繫鈑樑（Laced Beam)」。 繫鈑構架柱構材（Loced Column)係由縱向主角鋼 (Angle)或T型鋼與橫向鋼鈑繫條（Laced Bar)、端鈑 (End Plate)、基礎座鈑（Base Plate)及鞔與柱接合聯結 鋼鈑（Connection Plate)等肢材（Element)經組合焊接於 工廠製造完成；·倘因載重壓力超過主角鋼堪受壓力時， 以增加T型鋼（Tee Shape)來負荷壓力與彎曲拉力以防 止混凝土爆裂屈曲；對於上下樓層柱之續接，則可以 續接鋼鈑（Splic Plate)於工地焊接（Field Weld)完成； 繫鈑樑與柱之接合以螺栓聯結，使其達到彎矩接合 Ί; ^Μ2Ι()χ 2!)ηΓί")~~^ ^ ----------- Η 3 (Moment Connection)外，並考慮剪力接合（shear Connection);使用抗拉力螺栓（High Tension Bolts)加 以聯結後，其效果爲剛接點（Rigid Joint)，故繫_構 架爲一剛構架結構（Rigid Framed Strucure)。 鋼筋混凝土結構因混凝土之潛變與收縮結果，必 將柱承受壓力載重轉移至縱向鋼筋上，爲保護縱向鋼 筋受壓力後發生屈曲，而以繫筋（Ties)加以束制，所 使用縱向鋼筋之長細比（Slender Ratio)與容許應力成 反比，因此，縱向鋼筋必須依賴繫筋之間距加以拘束；’ 繫筋旣以人力加工，在同一支柱中要達到每一繫筋尺 寸完全相同十分困難，即使在綁紮時，勉強以鐵絲加 力使縱向鋼筋緊靠繫筋，則將使縱向鋼筋變成不規則 彎曲，其受壓力載重後將造成設計上無法考慮之次彎 矩（Secondary Moment)存在，而減少縱向鋼筋承受壓 力及彎矩效果；繫筋在工地綁紮其間距甚難控制符合 設計要求，倘在縱向鋼筋末緊靠繫筋時，縱向鋼筋因 失去側支撑之束制，對單一縱向鋼筋之長細玢將以繫 筋減少之間距數增加，並迅速逼迫鋼筋與混凝土間之 內在裂縫，而失去握裹力，甚至混凝土破碎；若因綁 紮繫筋間距過大，在縱向鋼筋堪負載重後，隨即發生 單支縱向鋼筋產生屈曲，迫使混凝土外層剝落而導致 柱之破壞。 繫鈑構架使用角鋼及T型鋼與鋼鈑繫條及端鈑等 肢材在設計時，均以承受壓力設計’因鋼材之抗壓應 Ψ Ί(2Ι0χ 2ί)7^> Jij ) 力受有效長度影響，以同長度肢材而言，角鋼及T型鋼與 鋼板繫條之抗壓與抗拉效果均優於竹節鋼筋；又鋼筋混凝 土樑與柱交接點因樑柱縱向鋼筋或錨錠鋼筋數量過多，致 無法灌注混凝土問題，若使用繫鈑構架則無此問題存在。 3、發明的詳細說明 本發明係基於前述鋼筋混凝土結構在設計與施工上可 能造成之錯誤、疏失與困難，而依據鋼筋混凝土結構力學 之理論，設計與施工規範做徹底有效解決之創作，其詳細 說明如下： 圖一爲繫鈑構架混凝土結構立面圖，圖中左側爲繫鈑 構架之繫鈑樑構材與繫鈑柱構材，圖中右側爲繫鈑構架混 凝土結構之樑構材與柱構材，（1)爲繫鈑構架之繫鈑柱構 材，（2)爲繫鈑構架之繫鈑樑構材，（3)爲繫鈑構架混凝 土結構之柱構材，（4)爲繫鈑構架混凝土結構之樑構材； 圖一 Α爲圖一截面3-3繫鈑構架混凝土之樑構材剖面與 肢材元件符號，圖一 B爲圖一截面4-4繫鈑構架混凝土 結構之柱構材剖面與肢材元件符號；圖一 A、圖一 B所標 示肢材元件符號與圖一相同。 圖二爲繫鈑構架之繫鈑樑構材立面圖及截面指示與肢 材元件符號，U)爲繫鈑構架之繫鈑樑構材端鈑肢材元件， (b)爲繫鈑構架之繫鈑樑構材主角鋼肢材元件，（c)爲繫鈑 構架之繫鈑樑構材鋼鈑繫條肢材元件，（d)爲繫鈑構架之 繫鈑樑構材與繫鈑柱構材接合聯結鋼鈑肢材元件，（e)爲 繫鈑構架之繫鈑樑構材與繫鈑柱構材接合螺栓肢材元件， 504534 (f)爲繫鈑構架之繫鈑樑構材端鈑混凝土溢流孔，（g)爲繫 鈑構架之繫鈑樑構材兩端頂面及跨中底面抗拉τ型鋼或槽 型鋼肢材元件；圖二A爲繫鈑構架之繫鈑樑構材跨中圖二 截面A-A與肢材元件符號；圖二B爲繫鈑構架之繫鈑樑構 材兩端圖二截面B-B與肢材元件符號；圖二C爲繫鈑構架 之繫鈑樑構材端鈑與繫鈑柱構材接合聯結鈑圖二截面C-C 與肢材元件符號；圖二A、圖二B、圖二C所標示肢材元 件符號與圖二相同。 圖三爲繫鈑構架之繫鈑柱構材立面圖及截面指示與肢 材元件符號；（11)爲繫鈑構架之繫鈑柱構材主角鋼肢材元 件，（12)爲繫鈑構架之繫鈑柱構材鋼鈑繫條肢材元件，（13) 爲繫鈑構架之繫鈑柱構材柱腳端鈑肢材元件，（14)爲繫鈑 構架之繫鈑柱構材基礎座鈑錨錠螺栓肢材元件，（16)爲繫 鈑構架之繫鈑柱構材與繫鈑樑構材接合聯結鋼鈑肢材元件 ，（17)爲繫鈑構架之繫鈑柱構材與繫鈑樑構材接合聯結螺 栓肢材元件，（18)爲繫鈑構架之繫鈑柱構材接合聯結鋼鈑 混凝土溢流孔，（19)爲繫鈑構架之繫鈑柱構材增加抗壓力 及彎矩T型鋼或槽型鋼肢材元件，（20)爲繫鈑構架之繫鈑 柱構材接合聯結鈑加勁角鋼或鋼鈑肢材元件；圖三A爲繫 鈑構架之繫鈑柱構材與繫鈑樑構材接合聯結鋼鈑圖三截面 1-1與肢材元件符號；圖三B爲繫鈑構架之繫鈑柱構材柱 腳端鈑與基礎座鈑圖三截面2-2與肢材元件符號；圖三A、 圖三B所標示肢材元件符號與圖三相同。 以上述（a)至（g)標示肢材元件組合構成者，爲繫鈑構 木之繫鈑樑（Laced Beam)」；以（11)至（20)肢材元件組 合構成者爲繫鈑構架之「繫鈑柱（Laced Column)」；以繫 鈑樑構材與繫鈑柱構材使用高拉力螺栓接合聯結構成抗彎 矩與抗剪力之剛結合之構架，爲「繫鈑構架（Laced FraZ )」；繫鈑構架澆鑄混凝土後構成之結構物，爲本創作之「繫 鈑構架混 Μ 土結構（Laced Frame Concrete Stnictufe)/' ’簡稱「L F C結構」。 繫鈑樑與繫鈑柱構材使用之肢材元件之角鋼、T型鋼 、槽型鋼、鋼鈑或扁鋼等均應依設計指定材料標準規範採 購，並在工廠依設計圖尺寸加工製成完整之繫鈑樑構材或 繫鈑柱構材，然後再運至工地安裝組立成繫鈑構架，故在 管理及品質控制上容易達到與設計要求相符合；以一般三 至五公尺高度建築物而言，繫鈑柱可以用同一角鋼及Τ型 鋼肢材元件等製造完成一至三樓高度；因此，繫鋼構架亦 可依序一次組立安裝繫鈑樑一至三樓；如以五至六樓爲例 ’繫鈑柱之豎立僅需二至三次吊裝；繫鈑樑之安裝自下而 上均以高拉力螺栓與繫鈑柱接合聯結，故可達到施工迅速 效果，而充分縮短工期。 .當繫鈑構架完成至三樓階段後，只要做好繫鈑構架組 立安全措施，防止上方墜落物件，一樓之繫鈑柱、繫鈑樑 與樓版之模版亦可隨後進行組立；模版組立之方法除可用 傳統工法外，亦可經過施工設計決定藉用已完成繫鈑構架 之繫鈑柱與繫鈑樑容許之施工載重下做爲替代傳統支撐， 其方法可視施工同一樓層繫鈑柱或繫鈑樑足以承受施工載 重爲要件’或藉上一樓層已完成繫鈑構架之繫鈑樑爲支承 點’架設Η型鋼或槽型鋼，以拉桿（Rods)吊組樑與樓版之 模版’而不必採用傳統支撐。至於樓版之鋼筋排列綁紮則 依傳統工法施工，或採用合成樑（Composite Beam)設計， 但應在繫鈑樑與樓版鋼筋混凝土間使用水平剪力連接物 (Headed Steel Stud Shear Connectors)，以抗拒樓版發 生撓度或偏心載重或地震時所產生之水平剪力或拉力。 繫鈑架構混凝土結構之設計應依結構力學分析該結構 物個別樑與柱構材應承受之彎曲力矩、剪力與扭矩等，而 據爲依鋼筋混凝土結構規範設計，計算出其需要抗彎曲力 矩、剪力與扭矩等繫鈑樑與繫鈑柱構材個別鋼料斷面積， 並依需要鋼料斷面積做爲選擇繫鈑樑與繫鈑柱構材之肢材 元件角鋼、T型鋼、槽型鋼或鋼鈑繫條；對於繋鈑樑與繫 鈑柱二者間之接合聯結節點，則應依鋼構造結構設計規範 設計，以構成繫鈑構架；在繫鈑構架組立安裝完妥，經澆 鑄混凝土後，始成爲繫鈑構架混凝土結構構造物，故繫鈑504534 Η 3 In addition to increasing and reducing the use of building space; excessively dense steel bars at the intersections of beam and column structures make the construction of cast concrete difficult. In order to solve the difficulties in casting concrete construction, only the increase of water volume and the use of particles The result of small aggregates directly affects the strength of the concrete, which causes structural problems in safety and cannot achieve the expected loading effect of the design. Once subjected to unpredictable earthquakes and large external forces, it will naturally cause local damage to the structure and even collapse. . In order to solve the shortcomings in the design of the existing reinforced concrete structures, the main background of the invention is the creation of the "framework concrete structure". ‘2. Description of creation The reinforced concrete structure system is a rigid frame structure (Rigid Famed Structure) consisting of Foundation, Column, Beam or Girder, and Slab. Under the action of external force, concrete is mainly subjected to bending moments and shear forces. When the beam is subjected to bending moments and shear forces, internal stress will be generated to resist external forces; due to the characteristics of steel bars, it is resistant to tensile forces. (Tension), the characteristic advantage of concrete is resistance to compression (Compression), so both the steel bar and concrete constitute a bending couple composed of tensile and compressive stress (Couple) to resist external force and bending moment. The failure of the beam is caused by the insufficient bending and tensile steel cross-section area. After reaching the Yield Point, the deflection is too large and the beam spans from the middle of the beam: 45 ° crack at the end of the beam, resulting in 45 The diagonal shear force must be resisted by the Shearing Stress of the steel stirrups (Stirrups) 〇r 4 m () X 2!) 7 mm y) ~ 504534 Η 3 The column mainly bears the structure When the load pressure transmitted by the upper part of the body is the same when the column axis and the pressure load center of gravity are the same, concrete is an economical compressive material. However, it is difficult to make the column axis consistent with the load center of gravity. Therefore, the column must bear the eccentric load. Load) to generate bending moments; and to reduce the compressive strength of concrete under the influence of concrete creep and shrinkage (Shnnkage), columns must use longitudinal steel bars to resist bending moments and the transfer of concrete creep and shrinkage Load pressure. In order to protect the steel bar from buckling after being stressed, it must be restrained with tie bars to control the effective length of the column. The distance between the tie bars should be pulled according to the bending. And the buckling of the longitudinal steel bars between the tie bars is determined to prevent the external steel bar from being forced to peel off after the longitudinal steel bars buckle, or diagonally cracked or sheared by the bending moment, and finally the reinforced concrete columns completely lose their effectiveness, resulting in the building. Partial destruction or total collapse of objects. The beam structure material of the "sheet metal frame concrete structure" of the present invention is based on the theory of reinforced concrete structure mechanics, and the angle steel (Angle) or T steel and steel strips (Steel Strips) are used to replace the longitudinal steel bars of the beam. Laced bar limbs are used to replace the tie bars of the beam; its characteristics are that angle steel can withstand bending tensile stress, and can fully condense the concrete. As for T-shaped steel or steel sheet belt, it is bent. The tensile or bending pressure needs to be laid out on the cross-sectional area. If the tensile or bending pressure is large, the thickness of the angle steel and steel sheet belt can be adjusted to meet the requirements of tensile or pressure resistance, without the need for reinforced concrete beams. The use of several layers of reinforcing steel reduces the effective depth of the beam, and it is impossible to achieve the same advantages as tensile or compression at the same time (210 > < 2i) 7 a ^) 504534. The steel sheet tie bar is designed according to the load after the maximum load. The steel sheet tie bar is formed vertically and at an angle of 45 degrees. If the deflection occurs, the steel rice tie bar will play the role of resisting tensile stress and shear stress to help the beam. The steel and steel strips are stretched at both ends or across the middle, and they work simultaneously with the 45.degree steel sheet tie bar. Its advantages can be completely consistent with the theory of structural mechanics, and reinforced concrete must wait for bending tension. Cracking, after the tensile reinforcement reaches the drop point, the tensile and shear forces begin to occur. This is an advantage that vertical and 45-degree oblique steel rice bars and reinforced concrete beams cannot achieve using only vertical stirrups. Angle steel and steel sheet belt or T-shaped steel and steel sheet tie: The combination is manufactured and welded in the factory, regardless of material, size, length and position, etc. It is easy to manage and control; and because the effect of welding can be grasped, don't worry Problems of Bonding Stress. Beams composed of limbs such as longitudinal angle steel, or T-shaped steel or steel sheet belts and steel sheet tie bars are called "Laced Beams". The truss column structure (Loced Column) is composed of longitudinal angle steel (Tangular) or T-shaped steel and horizontal steel sheet tie (Laced Bar), end plate (End Plate), base plate (Base Plate) and columns and columns Element joints such as Connection Plates are welded together in the factory. · If the load pressure exceeds the angle of the main angle steel, the Tee shape can be increased to support the pressure and bending tension. Prevent the concrete from buckling and buckling. For the continuation of the upper and lower floor columns, the splic plate can be welded on the site (Field Weld). The joint between the sheet beam and the column is bolted to achieve the moment joint. ^ Μ2Ι () χ 2!) ΗΓί ") ~~ ^ ^ ----------- 外 3 (Moment Connection), and consider shear connection; use tensile bolts (High Tension Bolts) are connected, and the effect is Rigid Joint, so the system frame is a rigid frame structure (Rigid Framed Strucure). As a result of the creep and shrinkage of concrete, the reinforced concrete structure must transfer the pressure load of the column to the longitudinal steel bar. In order to protect the longitudinal steel bar from buckling under pressure, it is restrained with tie bars (Ties). The slender ratio is inversely proportional to the allowable stress. Therefore, the longitudinal reinforcement must be restricted by the distance between the tie bars; 'The tie bars are manually processed. It is very difficult to achieve the same size of each tie bar in the same pillar. Even when binding, if the longitudinal reinforcement is barely made close to the tie bar by the force of the wire, the longitudinal reinforcement will become irregularly bent, and its secondary moment, which cannot be considered in the design, will be caused by the pressure load. Reduce the effect of pressure and bending moment on the longitudinal reinforcement; the spacing of the tie bars at the construction site is difficult to control and meet the design requirements. If the longitudinal bars are close to the tie bars, the longitudinal bars lose the restraint of the side support. The slender cymbal will increase the distance by reducing the tie bar, and quickly force the internal cracks between the steel bar and the concrete, and lose the grip. Even concrete breaking; Ruoyin tied tie rib spacing is too large, the longitudinal reinforcement after heavy load worthy single vessel for buckling of longitudinal reinforcement ensue, flaking forcing the outer concrete result in the destruction of the column. The sheet metal frame uses angle steel, T-shaped steel, steel sheet tie bars, and end plates. In the design, they are designed to withstand the pressure. 'Because of the pressure resistance of the steel Ψ (2Ι0χ 2ί) 7 ^ > Jij) The effect of length, in terms of limbs of the same length, the compression and tensile effects of angle steel and T-section steel and steel plate tie bars are better than that of bamboo reinforcement; and the junction of reinforced concrete beams and columns is due to the number of beams and columns longitudinal or anchor bars Too much makes it impossible to pour concrete. If you use sheet metal frame, this problem does not exist. 3. Detailed description of the invention The present invention is based on the errors, omissions, and difficulties that may occur in the design and construction of the aforementioned reinforced concrete structure, and based on the theory of reinforced concrete structure mechanics, the design and construction specifications are thoroughly and effectively solved. The description is as follows: Figure 1 is the elevation view of the concrete structure of the sheet metal frame. The left side of the figure is the sheet metal frame and the sheet column material of the sheet metal frame. The right side of the figure is the beam material and column of the sheet steel frame concrete structure. Materials, (1) are sheet-column structures that are sheet-frame structures, (2) are sheet-column materials that are sheet-frame structures, (3) are column-column materials that are sheet-frame concrete structures, and (4) are system Sheet structure of the concrete structure of the sheet structure; Figure 1A is the cross-section of the beam structure of the 3-3 sheet-frame concrete and the symbol of the limb components in Figure 1A, and Figure 1B is the section of the 4-4 sheet-frame concrete structure in Figure 1B. The cross section of the column material and the symbol of the limb component; the symbol of the limb component shown in Figures 1A and 1B are the same as those in Figure 1. Figure 2 is the elevation view of the sheet metal beam structure, the cross-section designation and the limb component symbols. U) is the sheet metal beam end material, and (b) is the sheet metal frame. The sheet steel beam protagonist steel limb component element, (c) is the sheet steel frame beam steel material sheet limb component element, and (d) is the sheet steel beam structure and sheet column structure. (E) is the sheet beam structure of the sheet metal frame and the bolt column element of the sheet column structure, 504534 (f) is the end sheet of the sheet beam structure of the sheet frame Concrete overflow hole, (g) is the sheet steel frame member of the sheet steel frame at both ends of the top surface and across the middle and bottom surface of the tensile τ steel or channel steel limb components; Figure 2A is the sheet metal frame of the sheet steel frame Figure 2A shows the cross section AA and the symbol of the limb component; Figure 2B shows the two ends of the sheet steel frame for the sheet structure; Figure 2B shows the symbol for the BB and limb component; The end plate and the tie-column structure are joined to connect the second section CC of the sheet drawing with the limb component symbols; the limb component symbols shown in Figures 2A, 2B, and 2C are the same as in Figure 2. Figure 3 is the elevation view of the sheet metal column structure of the sheet metal frame, the cross-section indication and the symbol of the limb components; (11) is the main steel leg component of the sheet metal frame of the sheet metal frame; (12) is the sheet metal frame (13) is the sheet metal component of the sheet metal frame, and (14) is the base material of the sheet metal frame. Sheet Anchor Bolt Limb Element, (16) is a sheet metal frame element and a sheet beam structure material is connected to the steel sheet limb material element, and (17) is a sheet metal element and system Sheet beam structures are joined by connecting bolt limb members. (18) is a sheet metal frame connected to a steel sheet concrete overflow hole, and (19) is a sheet steel frame connected to a column and column material to increase pressure resistance and Moment T-steel or channel steel limb component, (20) is the sheet-column structure of the sheet-frame structure, which is connected to the sheet-stiffened angle steel or steel sheet-leg component; Figure 3A is the sheet-column structure of the sheet-frame structure and The tie beam structure material joins the steel sheet drawing with three sections 1-1 and the limb component symbols; Figure 3B shows the tie sheet structure of the tie sheet structure and the foot end sheet of the tie plate and the foundation seat sheet. The cross section 2-2 in FIG. 3 and the limb component symbols; the limb component symbols shown in FIGS. 3A and 3B are the same as those in FIG. The members of the limb component combination marked with (a) to (g) above are the sheet beams (Laced Beam) of the sheet metal frame; the members of the limb component combination (11) to (20) are the sheet steel frame. "Laced Column"; a structure that uses a combination of high tension bolts to form a rigid combination of bending moment and shear force using a sheet beam structure and a sheet column structure. FraZ ”; is a structure formed by casting concrete into a sheet frame, which is the“ Laced Frame Concrete Stnictufe ”/ '' referred to as“ LFC structure ”for this creation. The angle steel, T-section steel, channel steel, steel plate or flat steel of the limb components used for the sheet beam and the sheet column structure should be purchased in accordance with the designated material standard design specifications, and processed in the factory to complete the design drawing size The sheet metal beam structure or sheet column material is then transported to the site for installation and assembly to form a sheet metal frame, so it is easy to meet the design requirements in terms of management and quality control; buildings with a general height of three to five meters For example, the sheet metal columns can be manufactured from the same angle steel and T-shaped steel limb components to complete the first to third floor heights; therefore, the steel frame can also be installed in sequence to install the first sheet to the third floor; for example, the fifth to sixth floors are For example, the erection of the sheet metal column only requires two to three times of erection; the installation of the sheet metal beam is connected with the sheet metal column by high tension bolts from bottom to top, so the rapid construction effect can be achieved, and the construction period can be shortened sufficiently. When the sheet metal frame is completed to the third floor, as long as the sheet metal frame assembly safety measures are taken to prevent objects from falling above, the sheet metal pillars, sheet beams, and floor stencils on the first floor can also be assembled later; template assembly In addition to the traditional construction methods, the construction design can also be used to replace the traditional support under the allowable construction load of the sheet metal columns and sheet beams. The method can be based on the construction of sheet metal columns or The tie beam is sufficient to bear the construction load as an element 'or the borrowed sheet beam of the completed tie frame on the previous floor is used as the support point for' erection of profile steel or channel steel and the use of rods to suspend the beam and the floor template ' There is no need to use traditional support. As for the steel bar arrangement and binding of the floor version, it is constructed according to the traditional construction method or designed with composite beams. Resist horizontal shear or tension generated by deflection or eccentric load or earthquake in the floor version. The design of the concrete structure of the sheet metal structure should analyze the bending moment, shear force and torque of the individual beams and columns of the structure according to the structural mechanics. According to the design of the reinforced concrete structure, it needs to calculate the bending moment resistance. , Shear force and torque, etc. are the individual steel section area of the sheet beam and the column column structure, and the steel material cross section area is selected as the limb member angle steel, T-shaped steel, slot Section steel or steel sheet tie bars; for the joints between the sheet tie beams and the sheet tie columns, they should be designed in accordance with the steel structure design code to form the sheet tie frame; the sheet tie frame is assembled and installed properly, and cast After the concrete, it became the sheet metal frame structure concrete structure, so the sheet metal
構架混凝土結構是一摘取鋼筋混凝土結構與鋼構造結構菁 華之特殊結構。 R 504534 圖式簡單說明 圖一爲繫鈑構架混凝土結構立面圖，圖中左側爲繫鈑構架之 繫鈑樑構材與繫鈑柱構材，圖中右側爲繫鈑構架混凝土 結構之樑構材與柱構材 圖一 A爲圖一截面3 — 3繫鈑構架混凝土結構之樑構材剖面 與肢材元件符號 圖一 B爲圖一截面4 — 4繫鈑構架混凝土結構之柱構材剖面 與肢材元件符號 圖二爲繫鈑構架之繫鈑樑構材立面圖及截面指示與肢材元件 符號 圖二鈑構架之繫鈑樑構材跨中圖二截面A — A與肢材 元件符號 圖二B爲繫鈑構架之繫鈑樑構材兩端圖二截面B — β與肢材 元件符號 圖二C爲繫鈑 1 冓架之繫鈑樑構材端鈑與繫鈑柱構材接合聯結 鈑圖二截面C — C與肢材元件符號 圖三爲繫鈑構架之繫鈑柱構材立面圖及截面指示與肢材元件 符號 圖三A-fe鈑構架之繫鈑柱構材與繫鈑樑構材接合聯結鋼鈑 圖三截面1 — 1與肢材元件符號 圖三B爲繫鈑構架之繫鈑柱構材柱腳端鈑與基礎座鈑圖三截 面2 — 2與肢材元件符號 圖式肢材元件說明 (1) 繫鈑構架之繫鈑柱構材 (2) 繫鈑構架之繫鈑樑構材 (3) 繫鈑構架混凝土結構之柱構材 (4) 繫鈑構架混凝土結構之樑構材 (a) 繫鈑構架之繫鈑樑構材端鈑肢材元件 (b) 繫鈑構架之繫鈑樑構材主角鋼肢材元件 (c) 繫鈑構架之繫鈑樑構材鋼鈑繫條肢材元件 (d) 繫鈑構架之繫鈑樑構材與繫鈑柱構材接合聯結鋼鈑肢材元件 (e) 繫鈑構架之繫鈑樑構材與繫鈑柱構材接合螺栓肢材元件 (f) 繫鈑構架之繫鈑樑構材端鈑混凝土溢流孔 (g )繫鈑構架之繫鈑樑構材兩端頂面及跨中底面抗拉T型鋼或 槽型鋼肢材元件 (11) 繫鈑構架之繫鈑柱構材主角鋼肢材元件 (12) 繫鈑構架之繫鈑柱構材鋼鈑繫條肢材元件 (13) 繫鈑構架之繫鈑柱構材柱腳端鈑肢材元件 (14) 繫鈑構架之繫鈑柱構材基礎座鈑肢材元件 (15) 繫鈑構架之繫鈑柱構材基礎座鈑錨錠螺栓肢材元件 (16) 繫鈑構架之繫鈑柱構材與繫鈑樑構材接合聯結鋼鈑肢材jtik (17 )繫鈑構架之繫鈑柱構材與樑構材接合聯結螺栓肢材元件 (18)繫鈑構架之繫鈑柱構材接合聯結鋼鈑混凝土溢流孔 (1Θ)繫鈑構架之繫鈑柱構材增加抗壓力T型鋼或槽型鋼肢材 元件 (2 0 )繫鈑構架之繫鈑柱構材接合聯結鋼鈑加勁角鋼或鋼鈑肢 材元件Structural concrete structure is a special structure that extracts the best of reinforced concrete structure and steel structure. R 504534 Schematic description of the drawing Figure 1 is the elevation view of the concrete structure of the sheet metal frame. The left side of the figure is the sheet metal frame and the sheet column material of the sheet metal frame. The right side of the figure is the beam structure of the concrete frame. Figure 1A is the cross-section of the beam structure of the 3-3 sheet metal frame concrete structure and the symbol of the limb components. Figure B is the section of the cross-section of the 4-4 sheet metal frame concrete structure. Figure 2 with limb component symbols Figure 2 shows the elevation and cross section of the sheet metal beam structure of the sheet metal frame. Figure 2 shows the cross section A — A and limb components of the sheet metal beam structure of the sheet metal frame. Symbol Figure 2B is the two ends of the sheet metal beam structure of the sheet metal frame. Section B — β and the limb component symbol Figure 2C is the sheet metal structure of the sheet metal frame. Join the connection sheet drawing two sections C — C and the limb component symbol Figure three is the elevation view of the sheet metal column structure and the section indication and limb component symbol Figure three A-fe sheet frame material The steel sheet drawing three sections 1 — 1 and the limb component symbol 3B Sheet frame structure Sheet column structure Column foot end sheet and base seat sheet drawing three sections 2 — 2 and limb component symbol Schematic limb component description (1) Sheet column structure (2) System sheet Sheet metal beam structure (3) Sheet metal frame concrete structure (4) Sheet metal frame concrete structure (a) Sheet metal frame Beam material end sheet limb member (b ) The sheet steel frame of the sheet steel frame protagonist steel limb component (c) The sheet steel frame of the sheet steel beam steel component (d) The sheet steel frame of the sheet steel frame and column Structural joints connect steel sheet limb members (e) Sheet beam structures and sheet column members are joined by bolt limb members (f) Sheet frame members are made of sheet beam members and end plates are provided with concrete overflow holes. (g) T-shaped steel or trough steel limb members on the top and cross-bottom surfaces of the two ends of the sheet beam structure (11) Sheet frame structure, sheet column structure, steel sheet, strip limb components (13) Sheet frame structure, sheet pillar structure, column foot end, sheet limb component elements (14), sheet frame framework, sheet column structure, base seat sheet Limb element (15) Sheet metal frame base sheet metal sheet base anchor sheet bolt anchor limb component (16) Sheet metal frame base sheet metal frame joint sheet steel beam member jtik (17) The sheet column structure is connected with the beam column material and the bolt limb members are connected. (18) The sheet column structure is connected with the steel sheet concrete overflow hole (1Θ). T-steel or channel steel limb members (2 0) are sheet metal frame members, which are connected to steel sheet stiffened angle steel or steel sheet limb members.