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題名 | 刺鐵板應用於屋頂木桁架之製造及彎曲性能評估=Application of Metal Plate Connector on the Wood Roof Truss Assembly and the Evaluation of Flexural Performance |
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作者 | 葉民權; 劉原彰; 林玉麗; | 書刊名 | 林產工業 |
卷期 | 27:3 2008.09[民97.09] |
頁次 | 頁171-185 |
分類號 | 436.51 |
關鍵詞 | 抗彎性質; 屋頂木桁架; 刺鐵板扣件; SPF; Flexural property; Wood roof truss; Metal plate connector; |
語文 | 中文(Chinese) |
中文摘要 | 本研究目的為設計開發刺鐵板扣件,並應用於屋頂木桁架系統之製造技術與進行結構性能之評估。利用雲杉-松-冷杉2×4及2×6框組壁結構材組合成哈威式及芬克式實大尺寸屋頂木桁架系統,採用四點抗彎進行測試,藉以探討其抗彎承載能力。刺鐵板依木桁架系統組合位置設計三種不同規格,其齒長9mm、板厚0.9mm、齒密度1 teeth/cm^2。結果顯示刺鐵板平均每齒容許抵抗值及承載力分別為7~9 kgf及22~26 kgf。2×6構材所組成屋頂木桁架系統之最大抗彎載重值及抗彎剛性分別高於2×4者90~107及75~77%,最大抗彎載重能力均高於一般屋頂建築之屋頂設計載重6.5~13.5倍。所開發之屋頂木桁架抗彎變位量均未超過規範之最大限制,介於其4~12%;同時,在設計變位量限制下所得之等效均布載重值均較住宅用途之設計載重高4.6~8倍,而設計載重也僅為破壞時之等效均布載重的10~20%,在實際應用上具有相當之安全性。2×4及2×6屋頂木桁架系統之抗彎破壞主要發生在上下弦桿接合部之刺鐵板破壞,分別佔63及75%;而2×4者主要破壞類型為刺鐵板齒被拔出,佔75%,2×6者為刺鐵板齒被拔出與刺鐵板剪斷破壞,佔88%。 |
英文摘要 | The purpose of this study was to design and develop metal plate connectors (MPC) and then applied to the truss manufacturing technique and to evaluate the structural performance of wood roof truss systems. The Howe and Fink wood roof truss systems were chosen and assembled with either 2×4 or 2×6 structural sawn lumber of Spruce-Pine-Fir (SPF) using metal plate connectors. The flexural properties of roof truss systems were under the investigation as subjected to the four-point bending test. Three MPC with tooth length of 9mm, thickness of 0.9mm, and tooth density of 1 tooth/cm^2 were formed by using SS 33 structural steel sheet. The allowable lateral resistance and loading capacity of MPC were 7~9 and 22~26kgf/tooth, respectively. Ultimate bending capacity and stiffness of the 2×6 wood roof truss system are 90~107 and 75~77% higher than those of 2×4 wood roof truss systems, respectively. The ultimate bending capacities of developed wood roof truss systems are 6.5~13.5 times higher than those of design loads in this study. And, the flexural deflections of the wood roof truss systems measured are within the 4~12% of design limitation. Furthermore, the design loads are 10~20% of the maximum equivalent distributed load measured at failure with four developed truss systems. It indicated that the developed wood roof truss is practical in structural application. The most critical failures for 2×4 and 2×6 roof wood truss are located at heel joint and account for 63 and 75%, respectively. The major failure mode of 2×4 roof wood truss is teeth withdrawal (75%) and 2×6 truss is a combination of teeth withdrawal and plate failure (88%). |
本系統之摘要資訊系依該期刊論文摘要之資訊為主。