【正文】 業(yè)知識，同時我也學習和體會到了建筑結構設計的基本技能和思想。因此,在以后的學習和工作中，我一定要不斷加強對建筑規(guī)范的學習和體會。 在這里首先要感謝我的導師王珊老師。王老師的專業(yè)知識水平和治學嚴謹?shù)膽B(tài)度是我永遠學習的榜樣，并將對我今后的學習和工作產(chǎn)生重要的影響。此次畢業(yè)設計才會順利完成。主要參考文獻(1) 中華人民共和國建設部主編. 鋼結構設計規(guī)范. 北京: 中國計劃出版社, 2003 (2) 中華人民共和國建設部主編. 混凝土結構設計規(guī)范. 北京: 中國建筑工業(yè)出版社, 2002(3) 中華人民共和國建設部主編. 建筑抗震設計規(guī)范. 北京: 中國建筑工業(yè)出版社, 2001(4) 中華人民共和國建設部主編. 建筑結構荷載規(guī)范. 北京: 中國建筑工業(yè)出版社, 2001(5) 中華人民共和國建設部主編. 建筑地基基礎設計規(guī)范. 北京: 中國建筑工業(yè)出版社, 2002(6) 中華人民共和國建設部主編. 高層建筑設計規(guī)程. 北京: 中國建筑工業(yè)出版社, 2002(7) 王新堂主編. 鋼結構設計. 上海: 同濟大學出版社, 2003(8) 牟在根主編. 簡明鋼結構設計與計算. 北京: 人民交通出版社, 2003(9) 周果行主編. 工民建專業(yè)畢業(yè)設計(第二版). 北京: 中國建筑工業(yè)出版社, 1997(10) 梁興文, 史慶軒主編. 土木工程專業(yè)畢業(yè)設計指導. 北京: 科學出版社, 2002(11) 呂西林主編. 高層建筑結構(第二版). 武漢: 武漢理工大學出版社, 2003(12) 陳希哲主編. 土力學與地基基礎. 北京: 清華大學出版社, 2004(13) 龍馭球、包世華主編. 結構力學. 北京: 高等教育出版社, 2002外文資料翻譯一、資料原文Load and Resistance Factor Design Specification for Structural Steel BuildingsCHAPTER JCONNECTIONS, JOINTS, AND FASTENERSThis chapter applies to connecting elements, connectors, and the affected elements of the connected members subject to static loads. For connections subject to fatigue, see Appendix K3.J1. GENERAL PROVISIONS1. Design BasisConnections consist of affected elements of connected members (., beam webs),connecting elements (., gussets, angles, brackets), and connectors (., welds,bolts, rivets). These ponents shall be proportioned so that their design strength equals or exceeds the required strength determined by structural analysis for factored loads acting on the structure or a specified proportion of the strength of the connected members, whichever is appropriate.2. Simple ConnectionsConnections of beams, girders, or trusses shall be designed as flexible and arepermitted to be proportioned for the reaction shears only, except as otherwise indicated in the design documents. Flexible beam connections shall acmodate end rotations of unrestrained (simple) beams. To acplish this, some inelastic but selflimiting deformation in the connection is permitted.3. Moment ConnectionsEnd connections of restrained beams, girders, and trusses shall be designed for the bined effect of forces resulting from moment and shear induced by the rigidity of the connections.4. Compression Members with Bearing JointsWhen columns bear on bearing plates or are finished to bear at splices, there shall be sufficient connectors to hold all parts securely in pression members other than columns are finished to bear, the splice material and its connectors shall be arranged to hold all parts in line and shall be proportioned for 50 percent of the required strength of the pression joints shall be proportioned to resist any tension developed by the factored load binations stipulated in Section A4.5. Splices in Heavy SectionsThis paragraph applies to ASTM A6/A6M Group 4 and 5 rolled shapes, or shapes builtup by welding plates more than two in. (50 mm) thick together to form the cross section, and where the cross section is to be spliced and subject to primary tensile stresses due to tension or flexure. When the individual elements of the cross section are spliced prior to being joined to form the cross section in accordance with AWS , Article , the applicable provisions of AWS apply in lieu of the requirements of this section. When tensile forces in these sections are to be transmitted through splices by pletejointpenetration groove welds, material notchtoughness requirements as given in Section , weld access hole details as given in Section , welding preheat requirements as given in Section , and thermalcut surface preparation and inspection requirements as given in Section apply.At tension splices in ASTM A6/A6M Group 4 and 5 shapes and builtup members of material more than two in. (50 mm) thick, weld tabs and backing shall be removed and the surfaces ground smooth.When splicing ASTM A6/A6M Group 4 and 5 rolled shapes or shapes builtup by welding plates more than two in. (50 mm) thick to form a cross section, and where the section is to be used as a primary pression member, all weld access holes required to facilitate groove welding operations shall satisfy the provisions of Section .Alternatively, splicing of such members subject to pression, including members which are subject to tension due to wind or seismic loads, shall be acplished using splice details which do not induce large weld shrinkage strains。對于疲勞構件的連接見附錄K3。設計這些零件應滿足：零件的設計強度大于或等于設計荷載作用下的結構進行結構分析所確定的要求的強度，或直接根據(jù)連接構件強度確定的要求的強度簡支連接除了設計文件中有特別指定之外，梁或桁架的連接都應設計成柔性的，只承受剪力。有支撐點的受壓構件當柱支撐在支撐板上或打磨后支撐在拼界點處時，應有足夠的連接件保證所有部件安全就位。所有受壓節(jié)點應設計成能承受在A4部分中的荷載組合。當橫截面的單個零件在被連接起來以構成與AWS ，應用AWS 。在STM A6/A6M第四組和第五組的型鋼以及厚度超過2英寸（50mm）的鋼板構成的組合構件的受拉拼接點處，焊縫引弧板及墊板移去且表面打磨光滑。 此外，受壓構件（包括由風荷載或地震荷載引起的受拉力作用的構件）的拼接，應采用不引起大的焊縫收縮的節(jié)點拼接構造。梁蓋板及檢查孔倍的有檢查孔的板的厚度。并滿足在有檢查孔板的焊縫處設置引弧板的要求，且不小于板的厚度。對于ASTM A6/A6M第四組和第五組的型鋼及厚度超過2英寸（50mm）的鋼板焊接的組合截面，梁蓋板的熱切割面和焊接檢查孔應打磨光亮并在焊接之前通過磁粉或染色滲透探傷檢查。最小連接長度連接的設計強度不小于10 kips (44 kN)，lacing 吊桿和girts的連接不受此限制。受靜載的單角鋼、雙角鋼以及類似構件的端部連接可不受上述規(guī)定的限制螺栓和焊縫組合使用在新的工程中，作為承壓使用的A307螺栓或高強度螺栓應看作不和焊縫一起承載。在滑移破壞的連接中，可認為高強度螺栓能和焊縫一起承載。高強度螺栓和鉚釘組合使用在新的或改造的工程中，符合J3要求按滑移破壞設計的連接，可認為高強度螺栓和鉚釘能夠一起承載。 在其他被允許的連接中，均可以使用A307螺栓和端部壓緊的高強度螺栓。在curb level尚未確定或結構并不臨街時，可用臨接地面的平均高度代替curb leve