某集团办公楼框架结构设计 土木工程专业毕业设计 毕业论文.pdf

土木工程专业毕业设计 第 1 页 共 96 页 目目录录 一一 前言前言 1 1 二二 内容摘要内容摘要 2 2 三三 设计总说明设计总说明 1313 1 1 建筑设计说明建筑设计说明 1313 2 2 结构设计说明结构设计说明 1515 四四 设计计算书设计计算书 1 1 工程总体概述工程总体概述 2 2 结构平面布置图构平面布置图 3 3 荷载统计荷载统计 4 4 框架结构内力计算框架结构内力计算 5 5 内力组合内力组合 6 6 截面设计及配筋设计截面设计及配筋设计 7 7 板的设计板的设计 8 8 基础设计基础设计 9 9 楼梯设计楼梯设计 五五 参考文献参考文献 六六 致谢辞致谢辞 土木工程专业毕业设计 第 2 页 共 96 页 一一 前前言言 毕业设计是大学本科教育培养目标实现的重要阶段 是毕业前的综合学习阶 段 是深化 拓宽 综合教和学的重要过程 是对大学期间所学专业知识的全面总 结 本组毕业设计题目为 市某集团办公楼框架结构设计 在毕设前期 我 温习了 结构力学 钢筋混凝土 建筑结构抗震设计 等知识 并借阅了 抗 震规范 混凝土规范 荷载规范 等规范 在毕设中期 我们通过所学的基 本理论 专业知识和基本技能进行建筑 结构设计 本组在校成员齐心协力 分 工合作 发挥了大家的团队精神 在毕设后期 主要进行设计手稿的整理 并用 电脑绘图并得到老师的审批和指正 使我圆满的完成了任务 在此表示衷心的感 谢 毕业设计的三个月里 在指导老师的帮助下 经过资料查阅 设计计算 论 文撰写以及外文的翻译 加深了对新规范 规程 手册等相关内容的理解 巩固 了专业知识 提高了综合分析 解决问题的能力 在绘图时熟练掌握了 AutoCAD 天正 及 PKPM 以上所有这些从不同方面达到了毕业设计的目的与要求 框架结构设计的计算工作量很大 在计算过程中以手算为主 辅以一些计算 软件的校正 由于自己水平有限 难免有不妥和疏忽之处 敬请各位老师批评指 正 二零零七年六月十日 二二 内容摘要内容摘要 本设计主要进行了结构方案中横向框架 2 轴框架的抗震设计 在确定框架布局之后 先进行了层间荷载代表值的计算 接着利用顶 点位移法求出自震周期 进而按底部剪力法计算水平地震荷载作用 下大小 进而求出在水平荷载作用下的结构内力 弯矩 剪力 轴 力 接着计算竖向荷载 恒载及活荷载 作用下的结构内力 是 找出最不利的一组或几组内力组合 选取最安全的结果计算配筋并 绘图 此外还进行了结构方案中的室内楼梯的设计 完成了平台板 梯段板 平台梁等构件的内力和配筋计算及施工图绘制 关键词 框架结构设计抗震设计 土木工程专业毕业设计 第 3 页 共 96 页 Abstract The purpose of the design is to do the anti seismic design in the longitudinal frames of axis 2 When the directions of the frames is determined firstly the weight of each floor is calculated Then the vibrate cycle is calculated by utilizing the peak displacement method then making the amount of the horizontal seismic force can be got by way of the bottom shear force method The seismic force can be assigned according to the shearing stiffness of the frames of the different axis Then the internal force bending moment shearing force and axial force in the structure under the horizontal loads can be easily calculated After the determination of the internal force under the dead and live loads the combination of internal force can be made by using the Excel software whose purpose is to find one or several sets of the most adverse internal force of the wall limbs and the coterminous girders which will be the basis of protracting the reinforcing drawings of the components The design of the stairs is also be approached by calculating the internal force and reinforcing such components as landing slab step board and landing girder whose shop drawings are completed in the end 致谢 首先衷心的感谢我的导师石老师 在她的指导和帮助下 我得以顺利完成毕 业设计的任务 虽然我本身的专业能力有限 但我想挑战一下自己 选择设计办 公楼 从建筑设计到结构设计 每进一步都得到了老师的支持与鼓励 设计中遇 到了太多的困难 在石老师的指导下得以克服并解决 由于设计工程量大 时间紧 任务重 不免有疏忽和差错和不足的地方 恳 请领导提出宝贵意见 在此不胜感激 科技资料翻译 一 科技资料原文 Structural Systems to resist lateral loads Commonly Used structural Systems With loads measured in tens of thousands kips there is little room in the design of high rise buildings for excessively complex thoughts Indeed the better high rise buildings carry the universal traits of simplicity of thought and clarity of expression It does not follow that there is no room for grand thoughts Indeed 土木工程专业毕业设计 第 4 页 共 96 页 it is with such grand thoughts that the new family of high rise buildings has evolved Perhaps more important the new concepts of but a few years ago have become commonplace in today s technology Omitting some concepts that are related strictly to the materials of construction the most commonly used structural systems used in high rise buildings can be categorized as follows 1 Moment resisting frames 2 Braced frames including eccentrically braced frames 3 Shear walls including steel plate shear walls 4 Tube in tube structures 5 Tube in tube structures 6 Core interactive structures 7 Cellular or bundled tube systems Particularly with the recent trend toward more complex forms but in response also to the need for increased stiffness to resist the forces from wind and earthquake most high rise buildings have structural systems built up of combinations of frames braced bents shear walls and related systems Further for the taller buildings the majorities are composed of interactive elements in three dimensional arrays The method of combining these elements is the very essence of the design process for high rise buildings These combinations need evolve in response to environmental functional and cost considerations so as to provide efficient structures that provoke the architectural development to new heights This is not to say that imaginative structural design can create great architecture To the contrary many examples of fine architecture have been created with only moderate support from the structural engineer while only fine structure not great architecture can be developed without the genius and the leadership of a talented architect In any event the best of both is needed to formulate a truly 土木工程专业毕业设计 第 5 页 共 96 页 extraordinary design of a high rise building While comprehensive discussions of these seven systems are generally available in the literature further discussion is warranted here The essence of the design process is distributed throughout the discussion Moment Resisting Frames Perhaps the most commonly used system in low to medium rise buildings the moment resisting frame is characterized by linear horizontal and vertical members connected essentially rigidly at their joints Such frames are used as a stand alone system or in combination with other systems so as to provide the needed resistance to horizontal loads In the taller of high rise buildings the system is likely to be found inappropriate for a stand alone system this because of the difficulty in mobilizing sufficient stiffness under lateral forces Analysis can be accomplished by STRESS STRUDL or a host of other appropriate computer programs analysis by the so called portal method of the cantilever method has no place in today s technology Because of the intrinsic flexibility of the column girder intersection and because preliminary designs should aim to highlight weaknesses of systems it is not unusual to use center to center dimensions for the frame in the preliminary analysis Of course in the latter phases of design a realistic appraisal in joint deformation is essential Braced Frames The braced frame intrinsically stiffer than the moment resisting frame finds also greater application to higher rise buildings The system is characterized by linear horizontal vertical and diagonal members connected simply or rigidly at their joints It is used commonly in conjunction with other systems for taller buildings and as a stand alone 土木工程专业毕业设计 第 6 页 共 96 页 system in low to medium rise buildings While the use of structural steel in braced frames is common concrete frames are more likely to be of the larger scale variety Of special interest in areas of high seismicity is the use of the eccentric braced frame Again analysis can be by STRESS STRUDL or any one of a series of two orthreedimensionalanalysiscomputerprograms Andagain center to center dimensions are used commonly in the preliminary analysis Shear walls The shear wall is yet another step forward along a progression of ever stiffer structural systems The system is characterized by relatively thin generally but not always concrete elements that provide both structural strength and separation between building functions In high rise buildings shear wall systems tend to have a relatively high aspect ratio that is their height tends to be large compared to their width Lacking tension in the foundation system any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element Limited to a narrow overturning One obvious use of the system which does have the needed width is in the exterior walls of building where the requirement for windows is kept small Structural steel shear walls generally stiffened against buckling by a concrete overlay have found application where shear loads are high The system intrinsically more economical than steel bracing is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity 土木工程专业毕业设计 第 7 页 共 96 页 The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls Preliminary analysis can be by truss analogy by the finite element method or by making use of a proprietary computer program designed to consider the interaction or coupling of shear walls Framed or Braced Tubes The concept of the framed or braced or braced tube erupted into the technologywiththeIBMBuildinginPittsburgh butwasfollowed immediately with the twin 110 story towers of the World Trade Center New York and a number of other buildings The system is characterized by three dimensional frames braced frames or shear walls forming a closed surface more or less cylindrical in nature but of nearly any plan configuration Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system the overall moment of inertia is increased and stiffness is very high The analysis of tubular structures is done using three dimensional concepts or by two dimensional analogy where possible whichever method is used it must be capable of accounting for the effects of shear lag The presence of shear lag detected first in aircraft structures is a serious limitation in the stiffness of framed tubes The concept has limited recent applications of framed tubes to the shear of 60 stories Designers have developed various techniques for reducing the effects of shear lag most noticeably the use of belt trusses This system finds application in buildings perhaps 40stories and higher However except for possible aesthetic considerations belt trusses interfere with nearly every building function associated with the outside wall the trusses are placed often at mechanical floors mush to the disapproval of the designers of the mechanical systems Nevertheless as a cost effective structural 土木工程专业毕业设计 第 8 页 共 96 页 system the belt truss works well and will likely find continued approval from designers Numerous studies have sought to optimize the location of these trusses with the optimum location very dependent on the number of trusses provided Experience would indicate however that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations as the economics of the structural system is not highly sensitive to belt truss location Tube in Tube Structures The tubular framing system mobilizes every column in the exterior wall in resisting over turning and shearing forces The term tube in tube is largely self explanatory in that a second ring of columns the ring surrounding the central service core of the building is used as an inner framed or braced tube The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness The tubes need not be of the same character that is one tube could be framed while the other could be braced In considering this system is important to understand clearly the difference between the shear and the flexural components of deflection the terms being taken from beam analogy In a framed tube the shear component of deflection is associated with the bending deformation of columns and girders i e the webs of the framed tube while the flexural component is associated with the axial shortening and lengthening of columns i e the flanges of the framed tube In a braced tube the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns Following beam analogy if plane surfaces remain plane i e the floor slabs then axial stresses in the columns of the outer tube being farther form the neutral axis will be substantially larger than the axial stresses 土木工程专业毕业设计 第 9 页 共 96 页 in the inner tube However in the tube in tube design when optimized the axial stresses in the inner ring of columns may be as high or even higher than the axial stresses in the outer ring This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems This is easiest to under stand where the inner tube is conceived as a braced i e shear stiff tube while the outer tube is conceived as a framed i e shear flexible tube Core Interactive Structures Core interactive structures are a special case of a tube in tube whereinthetwotubesarecoupledtogetherwithsomeformof three dimensional space frame Indeed the system is used often wherein the shear stiffness of the outer tube is zero The United States Steel Building Pittsburgh illustrates the system very well Here the inner tube is a braced frame the outer tube has no shear stiffness and the two systems are coupled if they were considered as systems passing in a straight line from the hat structure Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the hat to the foundations these columns are perhaps 15 stiffer as they follow the elastic curve of the braced core Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube with the inflection point at about5 8 of the height of the tube The outer columns of course carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero The space structures of outrigger girders or trusses that connect the inner tube to the outer tube are located often at several levels in the building The AT M52 V51 H Y51 梁端弯矩与其线刚度成正比 对于中柱 Mb 左 Mij 上 Mij 下 Ib 左 Ib 左 Ib 右 Mb 右 Mij 上 Mij 下 Ib 右 Ib 左 Ib 右 对于边柱 Mb Mij 上 Mij 下 风荷载作用下的弯矩图剪力图 轴力图如下 土木工程专业毕业设计 第 34 页 共 96 页 4 53 B 34 89 CD 9 07 10 5 15 49 28 38 28 55 20 81 20 98 20 96 20 81 15 64 3 71 15 64 14 21 11 09 11 09 1 93 1 62 2 60 3 85 42 66 A 31 65 1 8 25 90 16 76 29 34 12 58 16 76 2 78 12 58 7 32 11 73 8 95 3 85 图 17 风荷载下弯矩图 KNm 土木工程专业毕业设计 第 35 页 共 96 页 DCBA 13 7930 2515 73 18 41 10 03 4 34 0 97 10 09 5 57 2 51 0 64 17 48 11 84 12 9 8 38 8 75 5 69 5 24 3 37 1 61 0 97 2 29 5 6 8 69 11 56 12 52 9 31 6 99 4 52 1 84 图 18 风荷载下柱的轴力和梁的剪力图 四 地震作用下荷载计算 本设计仅考虑水平地震作用即可 并可采用基底剪力法计算水平地震作用力 由于该结构的刚度比较均匀 可取一个计算单元进行计算 1 分层计算重力荷载代表值 第五层 GE5值为整个框架结构第五层上半层以上所有构件的重量及活荷载的 重量 一到四层类同 各层重力荷载代表值为 G5 框架梁及自重 屋面自重 女儿墙自重 女儿墙粉刷 柱的自重 窗及窗下 墙 连系梁自重 活荷载 4 09 6 0 2 2 7 2 4 4 33 3 9 6 2 2 9 10 67 1 96 0 3 0 45 3 6 25 2 4 0 24 3 6 3 9 19 2 2 0 02 2 3 6 3 9 17 2 2 2 08 16 42 2 45 15 05 2 24 2 4 9 75 1 13 486 89KN G4 2 4 09 6 0 2 2 7 2 4 3 77 3 9 6 2 2 9 0 3 0 45 3 6 25 4 0 95 4 2 11 22 64 02 9 55 19 12 4 9 75 1 13 571 02KN 土木工程专业毕业设计 第 36 页 共 96 页 G1 4 09 6 0 2 2 7 2 4 3 77 3 9 6 2 2 9 0 3 0 45 3 6 4 6 25 4 0 3 0 45 4 1 0 02 17 2 2 11 22 64 02 9 55 19 12 4 6 3 6 4 9 75 1 13 603 21KN GE5 G5 0 5 QK 486 89 0 5 14 4 3 9 2 500 93KN GE4 G4 0 5 QK 571 02 0 5 14 4 3 9 2 627 18KN GE2 GE3 GE4 627 18KN GE1 G1 0 5 QK 603 21 0 5 14 4 3 9 2 659 37KN 3 等效重力荷载 对于对于层建筑 其等效重力荷载 GEq 0 85 GEi 0 85 659 37 627 18 3 500 93 2585 56KN 2 自振周期计算 按顶点位移法计算 考虑填充墙对刚度的影响 取基本周期调整系数 0 0 6 计算公式为 T T 01 7 1 式中 T 为顶点位移 单位为 m 按 D 值 法计算 见表 5 横向框架顶点位移计算横向框架顶点位移计算表表 9 层次 KNGi KNG n i i i D 1 m D Gi ii m i 5500 93500 93425500 01180 23 4627 181128 11425520 02650 2182 3627 181755 29425500 04130 1917 2627 182382 47425520 05600 1504 1659 373041 84322160 09440 0944 sT78 05867 08 07 1 1 3 横向地震作用 地震作用按 7 度 类场地 地震动参数区划的特征周期分组按三组考虑 则 Tg 0 45 max 0 08 采用底部剪力法计算 由于 5 Tg 2 25 T1 0 57 Tg 0 45s 故地震影响系数 土木工程专业毕业设计 第 37 页 共 96 页 max 9 0 1 n T T a g 0065 0 08 0 1 57 0 45 0 9 0 计算水平地震作用力为 FEk aGEq 0 065 2585 56 168 06KN Ek n i ii ii i F HG HG F 1 由于 T1 1 4Tg 1 4 Tg 1 4 0 45 0 63 所以不考虑顶部附加地震作用 计算结果列于表 6 各层地震作用及楼层地震剪力各层地震作用及楼层地震剪力表表 10 层次 hi m Hi m Gi KN GiHi ii ii HG HG Fi KN Vi KN 53 619500 939517 670 27446 0759 89 43 615 4627 169658 2640 27846 76120 68 33 611 8627 167400 7240 21335 83167 26 23 68 2627 165142 7120 14824 9199 63 14 64 6651 376081 00 08614 51218 48 4 横向水平地震作用下的框架内力计算 荷载的计算简图见下图所示 其计算采用D值法 计算过程见下表表表11 层力 号 总 Fwk KN KaD KN m 总 D KN m V D 总 D 总 Fwk 559 89 边 柱 2 370 549495 42552 13 36 土木工程专业毕业设计 第 38 页 共 96 页 中 柱 4 120 671178116 59 边 柱 2 370 54949526 91 4120 68 中 柱 4 120 6711781 42552 33 43 边 柱 2 370 54949537 3 3167 26 中 柱 4 120 6711781 42552 46 33 边 柱 2 370 54949544 52 2199 63 中 柱 4 120 6711781 42552 55 3 边 柱 3 030 702756051 34 1218 48 中 柱 5 270 7948548 32216 57 9 2 求反弯点高度 由本结构的地震作用荷载简图知其分布接近于均布荷载 故Y0由 杨志勇主编 武汉工业大学出版社 中的表 5 2 4 查得 本结构的各层 横梁的线刚度相同 则Y1 Y2 Y3 0 因此柱底至反弯点高度YH Y0H 计算反弯点 高度见下表 12 反弯点高度Y0H表表12 土木工程专业毕业设计 第 39 页 共 96 页 层号柱号KY0YH Y0H 边柱2 370 4191 51 5中柱4 120 451 62 边柱2 370 451 62 4中柱4 120 51 8 边柱2 370 51 8 3中柱4 120 51 8 边柱2 370 51 8 2中柱4 120 51 8 边柱3 030 552 53 1中柱5 270 552 53 4 53 B 34 89 CD 9 07 10 5 15 49 28 38 28 55 20 81 20 98 20 96 20 81 15 64 3 71 15 64 14 21 11 09 11 09 1 93 1 62 2 60 3 85 42 66 A 31 65 1 8 25 90 16 76 29 34 12 58 16 76 2 78 12 58 7 32 11 73 8 95 3 85 土木工程专业毕业设计 第 40 页 共 96 页 图 21 地震作用下弯矩图 KNm 52 09 A 44 52 57 9 CB 77 7 80 94 42 08 9 31 55 3 37 3 31 36 46 33 64 25 55 33 48 72 32 66 16 59 26 91 21 22 33 43 13 36 7 8 32 96 15 57 3 83 11 63 D 154 82 102 73 60 65 29 02 7 8 图 22 地震作用下柱轴力和梁剪力图 六 内力组合 根据以上内力计算结果 即可进行各梁柱各控制截面上的内力组合 其中梁 的控制截面为梁端及跨中 柱每层有两个控制截面 即柱顶和柱底 内力组合见表 13 到表 土木工程专业毕业设计 第 41 页 共 96 页 表 13 五层横梁内力组合 杆件名称A5B5B5C5 截面位置A5跨中B5左B5右跨中 内力种类M KN m V KN M KN m M KN m V KN M KN m V KN M KN m 恒荷载 22 4861 8672 49 36 33 67 66 18 1818 85 14 15 活荷载 3 746 575 94 4 48 6 87 1 431 03 1 24 风荷载 左风 3 85 0 970 625 2 6 0 971 93 1 610 风荷载 右风 3 850 97 0 6252 60 97 1 931 610 水平地震作用 左向 27 92 7 84 52 18 89 7 813 96 11 630 水平地震作用 右向 27 927 8 4 5218 897 8 13 9611 630 或 0 8 1 2 恒载 1 4 活载 0 8 1 4 风载 29 362 2378 93 42 89 75 31 21 1521 27 15 39 或 内 力 组 合 1 2 恒载 1 4 活载 1 3 水平地震 54 1476 2582 95 59 7 82 33 33 7531 51 15 51 土木工程专业毕业设计 第 43 页 共 96 页 四层横梁内力组合 杆件名称A4B4B4C4 截面位置A4跨中B4左B4右跨中 内力种类M KN m V