单层钢结构厂房卒业设计盘算书

1、单层钢结构厂房毕业设计绪,论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单层钢结构厂房实际。在毕业设计前期，我温习了结构力学、钢结构设计原理、建筑结构抗震设计等知识，并借阅了抗震规范、钢结构规范、荷载规范等规范。在毕业设计中期，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。特别是在地震期间，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电脑输入，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

2、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天正建筑、AutoCAD、PKPM等建筑软件，这些都从不同方面达到了毕业设计的目的与要求，巩固了所学知识。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。,二零零八年六月十日结构设计计算书1工程概况1.1设计条件1.工程水文地质条件水文地质条件：从上到下依次为淤泥0.5m，；粘粒含量的粉土厚5,m，可不考虑地下水的影响。2.6度抗震，近震，类场地。3.某机加工车间基本数据：车间长度72m，厂房为单跨，

3、跨度30m，厂房框架由柱脚底面到横梁下弦底部的距离H大于9m，但不超过18m，每个车间设两台30/5吨桥式吊车。4.屋面基本要求：该普通机加工工厂在南方某地，年平均气温在21度左右，最高气温39度，最低气温0度，主导风向为东南风，屋面采用轻质屋面板（如压型钢板），屋面坡度i1/3。5.屋面活荷载标准值0.7KN/m2。6.材料：屋架和柱：Q235、Q345，基础：C10、C20、C25，钢筋：、级，砂浆：混合砂浆、水泥砂浆。7.建筑场地（如图1.1）1.2题型及要求1.题型：三角形钢屋架,+,实腹式柱2.要求（1）厂房的平面设计、立面设计与剖面设计；（2）屋架与柱设计；（3）基础设计。,图1.

4、1,总平面图2建筑方案设计说明1.柱网布置根据设计任务书基本数据，布置柱网，柱网应满足以下的要求：（1）符合国家规范厂房建筑模数协调标准；（2）满足生产工艺的要求，柱的位置应与地上、地下的生产设备后工艺流程相配合，还应考虑生产发展和工艺设备更新问题；（3）满足结构要求，为保证车间的正常使用，有利于吊车运行，使厂房具有必要的横向刚度，尽可能将柱布置在统一的横向轴线上；（4）符合经济合理的要求，柱的纵向间距同时也是纵向构件的跨度，它的大小对构件的重量影响很大，厂房的柱距增大，可使柱的数量减少、总重量随之减少，同时也可减少柱基础的工程量；（5）符合柱距规定要求，对厂房横向，当厂房跨度小于等于18m时

5、，其跨度宜采用3m的倍数；当厂房的跨度大于18m时，其跨度宜采用6m的倍数。根据以上原则，该厂房柱网布置采用（跨度柱距）30m6m的布置方案。2.屋面材料该普通机加工厂房在南方某地，冬季设计温度为0，屋面采用轻质屋面板（压型钢板），屋面坡度为1/3。屋面设计采用压型钢板作为屋面材料的有檩屋盖体系，该方案能够有效减轻结构自重，加快施工速度，能有效的传递屋面荷载，提高屋面整体刚度、便于铺设保温、隔热、隔音等材料。3.屋架体系根据设计任务书要求采用三角形钢屋架，三角形屋架适用于陡坡屋面的有檩屋盖体系。屋架与柱铰接，房屋的横向刚度较低。从受力角度考虑，腹杆的布置采用芬克式。4.吊车和吊车梁该厂房每个车

6、间设两台30/5吨中级工作制桥式吊车，吊车参数查阅大连重工集团吊车数据资料。因吊车吨位较小，所以采用焊接工字形吊车梁。该厂房的吊车梁直接参阅相关图集，不需另行计算。5.柱的设计根据设计要求采用焊接工字形实腹式柱。选择柱截面时，考虑以下几个原则：（1）面积的分布应尽量开展，以增加截面的惯性矩和回转半径，提高柱的整体稳定性和刚度；（2）使两个主轴方向等稳定性，以达到经济的效果；（3）便于和其他构件进行连接；（4）尽可能构造简单，制造省工，取材方便。6.基础设计根据厂房结构上部荷载和柱网（30m6m）布置情况，采用C20钢筋混凝土柱下独立基础。水文地质条件：从上到下依次为淤泥0.5m，；粘粒含量的粉

7、土厚5,m，可不考虑地下水的影响，计算确定基础埋深和尺寸。7.支撑系统单层厂房的支撑体系包括屋盖支撑和柱间支撑两部分。屋盖支撑包括上、下弦横向水平支撑、垂直支撑及纵向水平系杆、天窗架支撑。可以保证结构的空间整体性；避免压杆侧向失稳，防止拉杆产生过大的振动，支撑可作为屋架弦杆的侧向支撑点，减少弦杆在屋架平面外的计算长度，保证受压弦杆侧向稳定，并使受拉下弦杆不会在某些动力作用下产生过大振动，承担和传递水平荷载；保证结构安装时的稳定与方便。柱间支撑的作用是：组成坚固的纵向构架，保证厂房的纵向刚度，承受厂房端部山墙的风荷载，吊车纵向水平荷载及温度应力等；可作为框架柱的框架平面支点，减少柱外框架平面的计

8、算长度；柱间支撑的布置是减少支撑设在两端时不产生很大的温度应力，而对厂房的刚度又提高很多。综合以上特点，该厂房屋盖支撑系统选择横向水平支撑体系，柱间支撑选用十字交叉式支撑体系。8.维护体系该厂房采用压型钢板做墙体材料，通过螺栓与墙架梁进行可靠连接，形成一个能够传递竖向荷载和沿压型板平面方向的水平荷载的结构体系。通过理论分析和试验结果证明，压型钢板与周边构件进行可靠连接后，面内刚度很好，能传递纵横方向的面内剪力，使厂房结构简化，节约钢材，经济效益好。9.变形缝该厂房车间设计长度是72m，小于90m温度区段，不考虑设伸缩缝。由于结构简单，均匀对称，且地质条件较好，不考虑设沉降缝。10.门窗布置该厂

9、房位于南方某地，应充分考虑车间的通风散热以及采光要求。初步设计4扇门，分别位于第-和-轴线间。两侧开窗，根据通风散热要求，采用双排钢侧窗，上部采用通风高侧窗，下部采用平开窗。其具体布置和选材查阅规范和计算确定。3结构方案设计说明3.1屋架设计1.基本理论该设计中，屋架为三角形钢屋架。对屋架中的各感杆件按造压弯和拉弯构件设计基本理论，主要验算杆件的强度、稳定性。对节点设计时，着重考虑使构件受力合理，焊缝满足强度要求等。2.主要公式强度验算：,平面内稳定性验算：,平面外稳定性验算：刚度验算：,，3.2排架计算1.假定钢柱下端与基础刚结；2.假定钢柱上端与屋架铰结；3.假定屋架平面内刚度无穷大。3.

10、3实腹柱设计1.计算要点因荷载较小，采用实腹式柱。设计的主要内容包括：截面选择；强度验算；整体稳定性验算；刚度验算；牛腿及柱脚地板设计。依据现行钢结构设计规范（GB50017-2003）及钢结构手册设计。2.主要公式：利用的公式与屋架设计中的相同。3.4基础设计1.计算要点该厂房的基础形式采用钢筋混凝土柱下独立基础。根据所受荷载和独立基础的相关构造要求确定基础的尺寸。设计中计算了基础基础底面尺寸，验算了地基承载力和基础抗冲切承载力。2.主要公式地基承载力特征值：基础长边弯矩：,基础短边弯矩：,4结构计算4.1檩条计算4.1.1设计资料屋盖材料为压型钢板，屋面坡度（），檩条跨度6m，于处设一道拉

11、条；檩距1.561m；压型钢板与屋架连接处采用叠置搭接，钢材Q235。4.1.2荷载统计1.永久荷载压型钢板自重,0.1檩条自重(包括拉条),0.05合计,0.152.可变荷载活荷载或雪荷载,0.74.1.3截面选择选用斜卷边Z形冷弯薄壁型钢，型号为，其力学特征为：4.1.4内力计算1.檩条线荷载2.弯矩设计值3.强度计算应考虑有效截面；同时，跨中截面有孔洞的影响，为简化计算，统一考虑0.9的折减系数，则有效净截面抵抗矩：屋面能阻止檩条侧向失稳和扭转,本工程风荷载较小，永久荷载与风荷载组合不起控制作用。4.连接螺栓计算对的弯矩设计值支座处采用普通螺栓连接，螺栓群可承受的弯矩：满足强度要求。5.

12、挠度计算偏于安全按两跨连续梁计算，跨内最大挠度为,6.构造要求故檩条在平面内、外均满足要求。7.拉条计算拉条选用,，每根拉条承载力：4.2屋架设计4.2.1设计资料厂房车间以长72m，跨度为30m，柱距为6m，每跨设两台30/5t中级工作制桥式吊车，屋架采用三角形钢屋架。从受力合理性考虑，其屋架形式选用弦杆较多的芬克式。钢材：Q235B钢；焊条E43型。4.2.2屋架尺寸屋架采用三角形芬克式，跨度30,m，坡度i=1：3，屋架几何尺寸、节点编号、杆件编号如图4.1、4.2、4.3所示。支撑布置上下弦横向水平支撑和垂直支撑，在房屋两端布置；在屋架下弦设置三道通长水平系杆，以保持部分杆系的侧向稳定

13、，支撑系统布置如图4.4所示。图4.1,屋架布置图图4.2,屋架节点图图4.3,杆件单元编号图图4.4,屋架支撑系统布置图4.2.4荷载计算1.永久荷载（对水平投影面）压型钢板自重,0.1檩条自重,0.05屋架及支撑自重,0.15合计,0.32.可变荷载（对水平投影面）活荷载或雪荷载,0.73.风荷载基本风压,0.354.荷载组合,（1）恒荷载+活（或雪）荷载（2）恒荷载+半跨活（或雪）荷载（3）恒荷载+风荷载5.上弦集中荷载上弦荷载见图4.5、4.6图4.5,全跨荷载布置图图4.6,半跨活荷载布置图恒载,活荷载,6.上弦风荷载设计值(1)风载体型系数迎风面,背风面,取为-0.5计算,(2)上

14、弦节点风荷载（见图4.7）图4.7,风荷载布置图内力计算1.内力计算在上面单位荷载分别作用下，通过节点法、截面法计算屋架杆件的内力系数，因计算过程较为简单，不在计算书上体现。2.内力组合（1）恒荷载+活（或雪）荷载（2）恒荷载+半跨活（或雪）荷载（3）恒荷载+风荷载组合结果见表4.1表4.1杆件内力组合表杆件名称杆件编号恒载及活荷载半跨活荷载风荷载内力组合(kN)内力系数恒载内力(kN)活荷载内力(kN)内力系数半跨活载内力(kN)内力系数风载内力(kN)恒载+活荷载恒载+半跨活荷载恒载+风荷载12345672+32+52+7上弦杆,1-24.56,-76.96,-206.73,-17.40,

15、-151.52,22.40,51.39,-282.67,-227.46,-24.56,2-24.48,-75.92,-203.94,-17.08,-148.73,22.40,51.39,-278.86,-223.65,-23.53,3-24.41,-74.12-201.15,-16.76,-145.95,22.40,51.39,-275.05,-219.84,-22.51,4-23.46,-73.14,-198.37,-16.44,-143.16,22.40,51.39,-271.24,-216.03,-21.49,5-23.12,-72.53,-195.58,-16.13,-140.46,2

16、2.40,51.39,-267.43,-212.31,-20.46,6-21.85-71.21,-192.80,-15.81,-137.67,22.40,51.39,-263.62,-208.50,-19.44,7-21.22,-69.80,-190.01,-15.50,-134.97,22.40,51.39,-259.81,-204.78,-18.42,8-20.76,-68.78,-187.22,-15.18,-132.19,22.40,51.39,-256.00,-200.97,-17.39,下弦杆,921.50,71.98,195.93,16.51,143.77,-21.12,-48.

17、45,267.91,215.75,23.53,1021.00,67.18,182.87,15.03,130.88,-19.54,-44.82,250.05,198.06,22.35,1118.00,57.58,156.74,11.23,97.79,-16.38,-37.58,214.33,155.37,20.01,1212.00,38.39,104.50,5.23,45.54,-10.06,-23.08,142.88,83.93,15.31,腹杆13-0.95,-3.04,-8.27,-0.95,-8.27,1.00,2.29,-11.31,-11.31,-0.75,14-1.91,-6.11

18、,-16.63,-1.91,-16.63,2.00,4.59,-22.74,-22.74,-1.52,15-3.80,-12.16,-33.09,-3.80,-33.09,4.00,9.18,-45.25,-45.25,-2.98,161.48,4.73,12.89,1.48,12.89,-1.58,-3.62,17.62,17.62,1.11,173.00,9.60,26.12,3.00,26.12,-3.16,-7.25,35.72,35.72,2.35,184.50,14.40,39.19,4.50,39.19,-4.74,-10.87,53.58,53.58,3.52,196.00,1

19、9.19,52.25,6.00,52.25,-6.32,-14.50,71.44,71.44,4.70,209.00,28.79,78.37,9.00,78.37,-9.48,-21.75,107.16,107.16,7.04,2110.50,33.59,91.43,10.50,91.43,-11.06,-25.37,125.02,125.02,8.22,220.00,0.00,0.00,0.00,0.00,0.00,0.00,0.00,0.00,0.00,内力复核内力复核采用结构力学求解器求解，下面对此软件的研发及功能做简要介绍1.简介结构力学求解器(SM,Solver),版本,2.0由清华

20、大学土木系结构力学求解器研制组研制，高等教育出版社发行结构力学求解器（SM,Solver,for,Windows）是一个面向教师、学生以及工程技术人员的计算机辅助分析计算软（课）件，其求解内容包括了二维平面结构（体系）的几何组成、静定、超静定、位移、内力、影响线、自由振动、弹性稳定、极限荷载等经典结构力学课程中所涉及的一系列问题，全部采用精确算法给出精确解答。本软件界面方便友好、内容体系完整、功能完备通用，可供教师拟题、改题、演练，供学生做题、解题、研习，供工程技术人员设计、计算、验算之用，可望在面向21世纪的教学改革中发挥其特有的作用。目前有两个版本：学生版和工程版。学生版解题规模有限制，最

21、多80个单元。工程版解题规模无此限制，只受机器的内外存空间大小的限制。求解器v2.0比v1.5更加精致、先进、方便、快捷、强健，同时不失其原有的小巧、简约、俭朴、平实。2.求解功能求解功能分为自动求解和智能求解两种模式。（1）自动求解模式:平面体系的几何组成分析，对于可变体系，可静态或动画显示机构模态；平面静定结构和超静定结构的内力计算和位移计算，并绘制内力图和位移图；平面结构的自由振动和弹性稳定分析，计算前若干阶频率和屈曲荷载，并静态或动画显示各阶振型和失稳模态；平面结构的极限分析，求解极限荷载，并可静态或动画显示单向机构运动模态；平面结构的影响线分析，并绘制影响线图。（2）智能求解模式:平

22、面体系的几何构造分析：按两刚片或三刚片法则求解，给出求解步骤；平面桁架的截面法：找出使指定杆成为截面单杆的所有截面；平面静定组合结构的求解：按三种模式以文字形式或图文形式给出求解步骤。另外，从v2.0开始，还有本地求解和远程求解两种求解方式。利用结构力学求解器v2.0版本建模计算杆件内力系数，模型及杆件单元编号如图4.8、4.9所示。图4.8,屋架模型图图4.9,杆件单元编号3.求解结果（1）屋架全跨内力系数计算在屋架全跨布置单位荷载如图4.10所示，上弦各节点施加单位荷载，两支座节点施加1/2单位荷载，计算结果如下。图4.10,屋架全跨荷载模型图-杆端内力值,(,乘子,=,1)-,杆端,1,

23、杆端,2,单元码,轴力,剪力,弯矩,轴力,剪力,弯矩-,1,-23.7170824,0.00000000,0.00000000,-23.7170824,0.00000000,0.00000000,2,-23.4022964,0.00000000,0.00000000,-23.4022964,0.00000000,0.00000000,3,-23.0875104,0.00000000,0.00000000,-23.0875104,0.00000000,0.00000000,4,-22.7727244,0.00000000,0.00000000,-22.7727244,0.00000000,0.0

24、0000000,5,-22.4579384,0.00000000,0.00000000,-22.4579384,0.00000000,0.00000000,6,-22.1431524,0.00000000,0.00000000,-22.1431524,0.00000000,0.00000000,7,-21.8283664,0.00000000,0.00000000,-21.8283664,0.00000000,0.00000000,8,-21.5135804,0.00000000,0.00000000,-21.5135804,0.00000000,0.00000000,9,-21.513580

25、4,0.00000000,0.00000000,-21.5135804,0.00000000,0.00000000,10,-21.8283664,0.00000000,0.00000000,-21.8283664,0.00000000,0.00000000,11,-22.1431524,0.00000000,0.00000000,-22.1431524,0.00000000,0.00000000,12,-22.4579384,0.00000000,0.00000000,-22.4579384,0.00000000,0.00000000,13,-23.3256354,0.00000000,0.0

26、0000000,-23.3256354,0.00000000,0.00000000,14,-23.4561177,0.00000000,0.00000000,-23.4561177,0.00000000,0.00000000,15,-23.4022964,0.00000000,0.00000000,-23.4022964,0.00000000,0.00000000,16,-23.7170824,0.00000000,0.00000000,-23.7170824,0.00000000,0.00000000,17,22.5000000,0.00000000,0.00000000,22.500000

27、0,0.00000000,0.00000000,18,21.0000000,0.00000000,0.00000000,21.0000000,0.00000000,0.00000000,19,18.0000000,0.00000000,0.00000000,18.0000000,0.00000000,0.00000000,20,12.0000000,0.00000000,0.00000000,12.0000000,0.00000000,0.00000000,21,12.0000000,0.00000000,0.00000000,12.0000000,0.00000000,0.00000000,

28、22,18.0000000,0.00000000,0.00000000,18.0000000,0.00000000,0.00000000,23,21.0000000,0.00000000,0.00000000,21.0000000,0.00000000,0.00000000,24,22.5000000,0.00000000,0.00000000,22.5000000,0.00000000,0.00000000,25,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,26,-1.89736879,0.00000

29、000,0.00000000,-1.89736879,0.00000000,0.00000000,27,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,28,-3.79473757,0.00000000,0.00000000,-3.79473757,0.00000000,0.0000000029,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,30,-1.89736879,0.00000000,0.00000000,-1

30、.89736879,0.00000000,0.00000000,31,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,32,1.50136785,0.00000000,0.00000000,1.50136785,0.00000000,0.00000000,33,1.50000000,0.00000000,0.00000000,1.50000000,0.00000000,0.00000000,34,3.00273570,0.00000000,0.00000000,3.00273570,0.00000000,0

31、.00000000,35,4.50410355,0.00000000,0.00000000,4.50410355,0.00000000,0.00000000,36,4.50000000,0.00000000,0.00000000,4.50000000,0.00000000,0.00000000,37,3.00000000,0.00000000,0.00000000,3.00000000,0.00000000,0.00000000,38,1.50136785,0.00000000,0.00000000,1.50136785,0.00000000,0.00000000,39,1.50000000,

32、0.00000000,0.00000000,1.50000000,0.00000000,0.00000000,40,6.00547140,0.00000000,0.00000000,6.00547140,0.00000000,0.00000000,41,9.00820710,0.00000000,0.00000000,9.00820710,0.00000000,0.00000000,42,10.5095749,0.00000000,0.00000000,10.5095749,0.00000000,0.00000000,43,0.00000000,0.00000000,0.00000000,0.

33、00000000,0.00000000,0.00000000,44,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,45,-1.89736879,0.00000000,0.00000000,-1.89736879,0.00000000,0.00000000,46,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,47,-3.79473757,0.00000000,0.00000000,-3.79473757,0.00000

34、000,0.00000000,48,-0.96669611,0.00000000,0.00000000,-0.96669611,0.00000000,0.00000000,49,-2.02017583,0.00000000,0.00000000,-2.02017583,0.00000000,0.00000000,50,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,51,10.5095749,0.00000000,0.00000000,10.5095749,0.00000000,0.00000000,52,

35、9.00820710,0.00000000,0.00000000,9.00820710,0.00000000,0.00000000,53,6.00547140,0.00000000,0.00000000,6.00547140,0.00000000,0.00000000,54,1.50000000,0.00000000,0.00000000,1.50000000,0.00000000,0.00000000,55,1.50136785,0.00000000,0.00000000,1.50136785,0.00000000,0.00000000,56,3.00000000,0.00000000,0.

36、00000000,3.00000000,0.00000000,0.00000000,57,4.50000000,0.00000000,0.00000000,4.50000000,0.00000000,0.00000000,58,5.03172727,0.00000000,0.00000000,5.03172727,0.00000000,0.00000000,59,3.04394093,0.00000000,0.00000000,3.04394093,0.00000000,0.00000000,60,1.88834951,0.00000000,0.00000000,1.88834951,0.00

37、000000,0.00000000,61,1.50136785,0.00000000,0.00000000,1.50136785,0.00000000,0.00000000（2）屋架半跨荷载内力系数计算在屋架全跨布置单位荷载如图4.11所示，上弦各节点施加单位荷载，支座节点及屋脊节点施加1/2单位荷载，计算结果如下。图4.11,屋架半跨荷载模型图-杆端内力值,(,乘子,=,1)-,杆端,1,杆端,2,单元码,轴力,剪力,弯矩,轴力,剪力,弯矩-,1,-17.3925271,0.00000000,0.00000000,-17.3925271,0.00000000,0.00000000,2,-17

38、.0777411,0.00000000,0.00000000,-17.0777411,0.00000000,0.00000000,3,-16.7629551,0.00000000,0.00000000,-16.7629551,0.00000000,0.00000000,4,-16.4481691,0.00000000,0.00000000,-16.4481691,0.00000000,0.00000000,5,-16.1333831,0.00000000,0.00000000,-16.1333831,0.00000000,0.00000000,6,-15.8185971,0.00000000,

39、0.00000000,-15.8185971,0.00000000,0.00000000,7,-15.5038111,0.00000000,0.00000000,-15.5038111,0.00000000,0.00000000,8,-15.1890251,0.00000000,0.00000000,-15.1890251,0.00000000,0.00000000,9,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,10,-6.32455532,0.00000000,0.00000000,-6.32455

40、532,0.00000000,0.00000000,11,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,12,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,13,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,14,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0

41、.00000000,15,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,16,-6.32455532,0.00000000,0.00000000,-6.32455532,0.00000000,0.00000000,17,16.5000000,0.00000000,0.00000000,16.5000000,0.00000000,0.00000000,18,15.0000000,0.00000000,0.00000000,15.0000000,0.00000000,0.00000000,19,12.0000

42、000,0.00000000,0.00000000,12.0000000,0.00000000,0.00000000,20,6.00000000,0.00000000,0.00000000,6.00000000,0.00000000,0.00000000,21,6.00000000,0.00000000,0.00000000,6.00000000,0.00000000,0.00000000,22,6.00000000,0.00000000,0.00000000,6.00000000,0.00000000,0.00000000,23,6.00000000,0.00000000,0.0000000

43、0,6.00000000,0.00000000,0.00000000,24,6.00000000,0.00000000,0.00000000,6.00000000,0.00000000,0.00000000,25,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,26,-1.89736879,0.00000000,0.00000000,-1.89736879,0.00000000,0.00000000,27,-0.94868439,0.00000000,0.00000000,-0.94868439,0.000

44、00000,0.00000000,28,-3.79473757,0.00000000,0.00000000,-3.79473757,0.00000000,0.00000000,29,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000,30,-1.89736879,0.00000000,0.00000000,-1.89736879,0.00000000,0.00000000,31,-0.94868439,0.00000000,0.00000000,-0.94868439,0.00000000,0.00000000

45、,32,1.50136785,0.00000000,0.00000000,1.50136785,0.00000000,0.00000000,33,1.50000000,0.00000000,0.00000000,1.50000000,0.00000000,0.00000000,34,3.00273570,0.00000000,0.00000000,3.00273570,0.00000000,0.00000000,35,4.50410355,0.00000000,0.00000000,4.50410355,0.00000000,0.00000000,36,4.50000000,0.00000000,0.00000000,4.50000000,0.00000000,0.00000000,37,3.00000000,0.00000000,0