钢结构基本原理课程设计

中南大学土木建筑学院土木工程专业（本科）《钢结构基本原理》课程设计任务书题目：钢框架主梁设计姓名：班级：学号：建筑工程系1目录一设计资料·············································································错误!未定义书签。二设计参数·············································································错误!未定义书签。三设计次梁截面CL-1·······························································错误!未定义书签。3.1次梁截面内力计算（不含次梁的自重）······················错误!未定义书签。3.2确定次梁的截面尺寸··············································错误!未定义书签。3.3次梁截面的验算····················································错误!未定义书签。四、设计框架主梁截面KL-1······················································错误!未定义书签。4.1框架主梁截面内力计算···········································错误!未定义书签。4.2确定主梁的截面尺寸··············································错误!未定义书签。4.3主梁截面的验算····················································错误!未定义书签。五、设计框架主梁短梁段与框架柱连接节点··································错误!未定义书签。5.1设计资料······························································错误!未定义书签。5.2连接计算······························································错误!未定义书签。六设计框架主梁短梁段与梁体工地拼接节点···································错误!未定义书签。6.1计算螺栓连接处的荷载···········································错误!未定义书签。6.2设计螺栓连接························································错误!未定义书签。6.3螺栓的净截面强度验算···········································错误!未定义书签。七设计规范及参考书籍······························································错误!未定义书签。1、规范·······································································错误!未定义书签。2、参考书籍·································································错误!未定义书签。中南大学土木建筑学院2一、设计资料一、设计构件某多层图书馆二楼书库楼面结构布置图如图，结构采用横向框架承重，楼面活荷载标准值42kNmm（单号）、82kNmm（双号），楼面板为150mm厚单向实心钢筋混凝土板，荷载传力途径为：楼面板－次梁－主梁－柱－基础。设计中仅考虑竖向荷载和活载作用，框架梁按连续梁计算，次梁按简支梁计算。其中框架柱为焊接H型钢，截面尺寸为H500×300×14×20二、设计内容要求（1）设计次梁截面CL-1。（2）设计框架主梁截面KL-1。（3）设计框架主梁短梁段与框架柱连接节点，要求采用焊缝连接，短梁段长度一般为0.9～1.2m。（4）设计框架主梁短梁段与梁体工地拼接节点，要求采用高强螺栓连接。（5）绘制主梁与柱连接节点详图，短梁段及梁体连接节点详图，梁体截面详图(1#图纸一张，手工绘制)，KL-1钢材用量表，设计说明等。（6）计算说明书，包括构件截面尺寸估算、荷载计算、内力组合、主次梁截面设计、主次梁强度、刚度、整体稳定、局部稳定验算。图2框架柱截面图图1结构平面布置图3054030500CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-154321ABCD8400840084008400800080008000400040004000400040004000中南大学土木建筑学院3提示：（1）取其中一榀框架进行计算，如轴线3，计算中要考虑活荷载的不利布置。（2）框架梁与柱为固结，次梁与框架梁之间为铰接。三、进度安排周一：构件尺寸估算和楼盖荷载计算；周二：楼盖内力计算及内力组合；周三：主梁截面设计及连接设计计算；周四：施工图绘制；周五：计算文本整理。二、设计参数混凝土自重：325/kNm厚度：150mm粉刷层：图2框架柱截面图图1结构平面布置图3054030500CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1CL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1LL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-1KL-154321ABCD8400840084008400800080008000400040004000400040004000厚度：15mm找平层：320/kNm厚度：20mm楼面活荷载的标准值：26/kNm水磨石楼面：20.65/kNm钢材（Q235）强度设计值：2215/dfNmm钢材（Q235）抗剪强度设计值：2125/vfNmm钢材（Q235）的弹性模量：522.0610/ENmm钢材（Q345）强度设计值：2/310mmNfd钢材（Q345）抗剪强度设计值：2/180mmNfv钢材（Q345）的弹性模量：522.0610/ENmm三、设计次梁截面CL-11.设计荷载（1）恒载—标准层楼面（标准值）水磨石面层楼面粉刷层找平层1.305KN/m2中南大学土木建筑学院4结构层：150mm单向钢筋混凝土楼板23/75.3/2515.0mKNmKNm合计：5.055KN/m2（2）活载楼面活载标准值2/8mKN（3）竖向荷载下框架受荷总图荷载由板到梁传递示意图如下图3所示：a.荷载标准值楼面板传恒载=mKN/22.2024055.521楼面传递活载=mKN/3224821b.荷载设计值mKNqqq/064.694.12.1活恒c.最大弯矩与剪力设计值次梁架于主梁之上，相当于简支结构，计算简图如下图4：中南大学土木建筑学院5KNmqlM144.6094.8064.69818122maxKNqlV056.2904.8064.692121max2.确定次梁的截面尺寸由于设计初钢梁自重未知（考虑安全因素），故取：KNmMM327.621144.60902.102.1max次梁所需的截面抵抗矩：36610889.221510327.621mmfMWdx计次梁选用工字形截面，则：（1）确定腹板尺寸梁的最小高度（按最大挠度限值[vl]=400确定）mmvlElfhd99.5614001006.22.3184002155][2.3155min梁的经济高度：mmWhxe061.69730073取腹板高度mmhw660加上翼缘厚度可使梁高度满足上述要求腹板厚度:mmhtew54.75.3取：mmtw10（2）确定翼缘尺寸：根据抗剪强度和整体稳定性要求b×t≥wxhW－61whwt抗弯强度要求3610889.2mmfMWdxx（见前）次梁计算简图4中南大学土木建筑学院6整体稳定性要求（试取整体稳定性系数b=0.70）xW=dbxfM=21570.010327.6216=4.126×106mm3b×t≥2651.5151106606166010126.4mm（a）在确定b和t时，应考虑翼缘板的局部稳定性和构造要求，近似取tb≤26yf235＝26523235=26（b)由式（a）及（b）得b=mm365265151,取b=350mmt≥62b=mm461.1326350,取t=20mm综上：翼缘选用-350×20.（3）次梁截面尺寸特征（如图5-1）：493310858.11266034012700350mmIx36910309.5270010858.12mmhIxWx3292450034020350233010330mmSx483310429.1212350201210660mmIy22060010660203502mmAmmAIiyy288.832060010429.18855.100288.838400yyil26857.0700350208400hbtlff截面350×20660×10中南大学土木建筑学院7779.070035020840013.069.0b2ybbb2yy432023514.4xtAhWhf235235]0])7004.420855.100(1[10309.570020600855.1004320779.0262075.1由于b0.6，则：807.0804.0282.007.1282.007.1'bb（4）确定角焊缝尺寸2/160mmNfwf31238000034020350mmSmmIVSfhxwff65.110858.11604.123800002900564.1191minmax1.51.5206.71fhtmmmmthf242minmax故取8fhmm，钢结构在焊接时焊条采用E43列，焊接方法为手工焊。3.次梁验算次梁自重标准值：（用Q235钢材）8.985.710)10660203502(6自qmKN/585.1次梁自重设计值：KN/m902.1585.12.12.1自’qq次梁（包括自重）所承担的最大的弯矩与最大剪力：mKNlqMM/920.6254.8902.181144.609'8122max'maxKNlqqV057.29824.8)902.1064.69(2)'(max（1）整体稳定性验算中南大学土木建筑学院81679.021510309.5807.010920.625''66maxdxbfWM故次梁的整体稳定满足要求。（2）局部稳定性验算15235155.840103502ywffttb84235846610660ywwfth故次梁不会发生局部失稳。(3)刚度验算mmEIlqxk01.1210858.11006.23848400)902