考慮LRFD構材強度與使用性需求之鋼結構輕量化設計

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陳振邦(C-B Chen) 查詢紙本館藏

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考慮LRFD構材強度與使用性需求之鋼結構輕量化設計

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摘要(中)

本文主要是使用離散拉格朗日法(Discrete Lagrangian Method, DLM)針對鋼結構構架進行輕量化設計，最佳化設計的束制條件是根據AISC-LRFD規範之局部挫屈及強度檢核公式來建立，構材斷面則限制由AISC-LRFD設計手冊中的型鋼斷面選取。構架系統可為斜撐構架或空構架，斜撐型式為對角斜撐以及K型斜撐。結構分析時採線性分析，並可考慮P-D效應。平面鋼構架的設計結果顯示：含K型斜撐的鋼構架雖可大幅度降低其結構重量，但因柱構材的勁度相對較低，易於過早形成塑鉸，故透過非線性側推分析的結果顯示構架的極限側向變位反而降低。另外，在本研究的算例中，P-D效應的影響並不明顯，以單跨十層樓平面構架的算例為例，設計時考慮P-D效應只會使得結構重量較重約2%，差異並不大。會造成此P-D效應影響較小的原因，主要是設計時考慮樓層相對位移的束制條件，使得P-D效應的影響因而降低。

摘要(英)

In this report, the minimum weight design of 2-D and 3D steel frameworks using the discrete Lagrangian method (DLM) is presented. The strength and serviceability requirements specified in the AISC-LRFD specifications are used to construct the constraint functions for the design problems. All the members are selected from the standard hot-rolled steel sections available in the AISC-LRFD design manual. The structural systems can be braced and unbraced steel frameworks. Linear-elastic analysis, with or without P-D effect, are implemented in the DLM design procedure. Several benchmark problems are designed using the proposed DLM searching procedure. Comparison of DLM design results with those presented in the literature are discussed. The optimum weight and ultimate lateral load capacities of diagonal-braced, K-braced and unbraced steel frameworks are also discussed in this report. It is shown that the final weight of the designed frameworks with K-bracings is the lowest; while its ultimate lateral displacement is also the lowest one. Because story drift constraint has been considered in the design, the optimum weights of the designed structures are not significantly influenced by the P-D effect.

關鍵字(中)

★ 輕量化設計
★ 鋼結構構架
★ P-Δ效應
★ 離散拉格朗日法
★ LRFD

關鍵字(英)

★ steel frameworks
★ minimum weight design
★ P-D effect
★ discrete Lagrangian method
★ LRFD

論文目次

中文摘要I
英文摘要III
目錄V
表目錄VII
圖目錄XV
第一章緒論 1
1.1 研究動機與目的 1
1.2 研究背景 4
1.3 研究範圍 24
第二章最佳化設計 27
2.1 最佳化問題之數學模型 27
2.2 最佳化設計基本理論 28
2.3 離散拉格朗日法 29
2.3.1 加權離散拉格朗日函數 29
2.3.2 轉換函數 30
2.3.3 鄰點 30
2.3.4 離散梯度 32
2.3.5 離散鞍點 34
2.3.6 收斂準則與一階搜尋公式 35
2.3.7 DLM搜尋程序 38
第三章極限設計法與構材束制條件 41
3.1 載重係數與載重組合 42
3.2 局部挫屈 43
3.3 受撓構材之強度 44
3.3.1 撓曲強度 45
3.3.2 剪力強度 47
3.3.3受撓構材強度檢核流程圖 48
3.4梁柱構材 49
3.4.1 有效長度係數 49
3.4.2 設計受壓強度 50
3.4.3 對稱構材承受彎矩及軸力之作用 51
3.4.4 梁柱構材檢核流程圖 53
3.5 斜撐構材 54
3.5.1 斜撐構材檢核流程圖 54
第四章數值範例與參數研究 57
4.1 範例一雙跨三層樓平面構架A 57
4.1.1 基本設計資料 57
4.1.2 DLM設計結果 58
4.1.3 參數研究：P-Δ效應之影響 60
4.1.4 含斜撐構架之設計 60
4.2 範例二雙跨三層樓平面構架B 62
4.2.1 基本設計資料 62
4.2.2 DLM設計結果 64
4.2.3 含斜撐構架之設計 65
4.3 範例三單跨十層樓平面構架 66
4.3.1基本設計資料 67
4.3.2 與Pezeshk et al.(2000)設計結果之比較 68
4.3.2.1 參數研究：P-Δ效應之影響 73
4.3.2.2 含斜撐之設計 73
4.3.3 與Charles et al.(2005)設計結果之比較 84
4.3.4 同時考慮靜載重與活載重之DLM設計結果 90
4.4 範例四單層樓8桿三維構架 96
4.4.1 基本設計資料 96
4.4.2 設計結果 99
4.5 範例五四層樓84桿三維構架 100
4.5.1 基本設計資料 100
4.5.2 設計結果 104
4.6 範例六雙層樓26桿三維構架 105
4.6.1 基本設計資料 105
4.6.2 設計結果 108
第五章結論與建議 111
5.1 結論 111
5.2 未來研究方向 112
參考文獻 115
附錄A 範例三單跨十層樓平面構架細部資料 126
附錄B 範例三單跨十樓平面構架非線性側推分析塑鉸分佈圖 190
附錄C 範例六雙層樓26桿三維構架細部資料 198
附錄D 斷面資料庫 212
附錄E P-Δ效應與幾何勁度矩陣 233

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指導教授

莊德興(Der-Shin Juang)

審核日期

2005-7-20

推文