KJ结构设计举例6.doc

框架结构课程设计任务及指导书【条件】1.某二层百货大楼营业厅柱网平面尺寸如图所示，采用预制楼板、现浇框架承重，并选用横向承重方案。根据房屋的使用的要求，层高5.1m。轴网尺寸如图1及图2所示。基础顶面标高-1.4m，环境类别为一类。2.该工程地质条件为：二类场地，8度，抗震等级二级。地基承载力特征值fak=150KN/m2，不考虑地下水的影响。自然条件为：基本风压wo=0.35 KN/m2，基本雪压S0=0.25 KN/m2。3.活荷载：楼面活荷载标准值3.5KN/m2，屋面活荷载标准值0.5KN/m2.4.材料：C25，钢筋HRB335（d12mm）HPB235（d10mm）5.主要建筑做法：屋面（自上而下）架空层、防水层、找平层、保温层、预制空心板、龙骨吊顶；屋面。楼面（自上而下）水磨石地面、细石砼整浇层、预制空心板、龙骨吊顶；楼面恒载标准值4.61 KN/m2。外纵墙：3.6米钢框玻璃窗，窗下900高240厚烧结多孔砖墙，外墙面瓷砖贴面，内墙面抹灰。纵墙装饰恒载标准值0.89 KN/m2。纵墙240厚烧结多孔砖墙恒载标准值4.56 KN/m2，钢框玻璃窗恒载标准值0.45 KN/m2。【要求】1、当不考虑抗震时，选出一榀代表性的横向框架试进行配筋计算，并按抗震构造要求分别用传统表示法和平面整体表示法绘出该框架的结构施工图，用2号图绘出。该成绩记入期末15%-20%，同学们要重视，从事施工很有帮助。2、若同学们下学期学完抗震，试用抗震设计原理完成该框架的抗震配筋计算，似比较二者的配筋。希望同学们把上述设计妥善保存以备后用。【解】一、确定计算简图(一) 计算单元的选取6 m21 m见图3所示(二) 梁、柱截面尺寸的确定和刚度的计算1、 梁截面尺寸、跨度、线刚度计算见表1-1表1-1层次名 称跨 度lb(mm)h（）Ib（mm4）I0（m4）K=EC I0/l一层A1B175003007501.0551010mm41.0551010mm41406276 ECB1上同上3516667 EC二层A2B27500300750同上同上1406276 ECB2C23000300750同上同上3516667 EC2、 柱截面尺寸、跨度、线刚度计算见表1-2表1-2层次名 称计算高度lb(mm)h（）Ic（mm4）K=EC I0/l抗侧移刚度Dij=Kij12/l2Dij一层A0A16500400*5004.167109641077EC0.275 EC2B0BI6500400*4002.133109328205EC二层AIA25100400*5004.167109816993 EC0.570 EC2B1B25100400*4002.133109418235EC 3.相对线刚度i和转动刚度Sij、分配系数ij计算的计算见表1-3表1-3层次节点杆件名称相对线刚度iij转动刚度SijSijij一层A1AIAO1.954*1.9534.880.223A1A22.494*2.4934.880.286A1B14.284*4.2834.880.491BIBI B014*136.920.108B1B21.274*1.2736.920.138BIAI4.284*4.2836.920.464B1C110.7210.7236.920.290二层A2A2A12.494*2.4927.080.368A2B24.284*4.2827.080.632B2B2B11.274*1.2732.920.154B2A24.284*4.2832.920.520B2C210.7210.7232.920.326最后计算梁柱相对线刚度的结果填入图5用时方便（三）计算简图的确定见图4二、竖向荷载标准值计算：（一）恒载标准值 见表2-1表2-1屋面KN/m2楼面KN/m2外纵墙及钢窗连系梁荷载KN/m框架横梁承受的荷载KN/m柱自重二层一层6.034.61钢窗0.45*3.6=1.62纵墙0.9*4.56=4.1装饰重（5.1-3.6）*0.89=1.34连系梁重25*0.6*25=3.75合计：10.81屋面：6.03*6+5.63=41.81楼面：4.61*6+5.63=33.29边柱：0.4*0.5*5.1*25=25.5中柱：0.4*0.4*5.1*25=20.4边柱：0.4*0.5*6.5*25=32.5中柱：0.4*0.4*6.5*25=26框架横梁重 KN/m25*0.3*0.75=5.63 （二）活载标准标准值1、框架横梁承受的活载： 屋面：0.5*6=3 KN/m 楼面：3.5*6=21 KN/m三、竖向荷载的内力计算 （一）恒载作用下屋面恒荷载设计值41.81*1.2=50.17 楼面恒荷载设计值33.29*1.2=39.951固端弯矩的计算见表3-1表3-1层次边跨中跨二层50.7*7.52/12=235.250.7*32/3=150.5一层39.95*7.52/12=187.539.95*32/3=119.92分配传递见图6 3 求跨中弯矩和支座的剪力 计算简图见图7，计算过程见表3-2及表3-3表3-2层次边跨跨中弯矩中跨跨中弯矩二层50.17*7.52/8-（115.58+229.33）/2=180.350.17*62/8-200.66=25.11一层39.95*7.52/8-（124.67+183.67）/2=126.7339.95*62/8-150.89=28.89 表3-3层次边支座剪力边跨右剪力中跨左 、右剪力二层50.17*7.5/2-（229.33-115.58）/7.5=188.14-15.17=172.93188.14+15.17=203.3150.17*6/2=150.51一层39.95*7.5/2-（183.67-124.67）/7.5=149.81-7.78=142149.81+7.78=157.6839.95*6/2=119.854绘弯矩图见图9和剪力图见图10 （二）活载作用下的内力计算1固端弯矩的计算见表3-4表3-4层次边跨中跨二层4.2*7.52/12=19.694.2*32/3=12.6一层29.4*7.52/12=137.8129.4*32/3=88.22分配传递见图113 求跨中弯矩见表3-5和支座的剪力见表3-6表3-5层次边跨弯矩中跨弯矩二层4.2*7.52/8-（20.81+20.36）/2=8.954.2*62/8-15.8=3.1一层29.4*7.52/8-（133.21+77.65）/2=101.329.4*62/8-112.25=20.05 表3-6层次边支座剪力边跨右剪力中跨左 、右剪力二层4.2*7.5/2-（20.81-20.36）/7.5=15.75-0.03=15.7215.75+0.03=15.784.2*6/2=12.6一层29.4*7.5/2-（133.21-77.65）/7.5=110.25-3.7=106.55110.25+3.7=113.9529.4*6/2=88.24绘弯矩图见图12和剪力图轴力图见图13四、水平风荷载作用下的内力计算简图见图141、风载计算 Fw2k=zsW0BH s=1.3 Wo=0.35 B=6二层Fw2k=1.0*1.3*(1.14+1)/2*0.35*5.1/2*6= 7.45 Z=5.1+6.5 z=(1.14+1)/2一层Fw1k=1.0*1.3*(5.1+6.5)/2*0.35*6= 15.83 Z=6.5 z=1其设计值Fw2=7.45*1.4=10.43 Fw1= 15.83*1.4=22.172确定各柱反弯点的高度、层间剪力、各柱剪力见表4-1表4-1层次层间剪力抗侧移刚度DijDij柱剪力反弯点高度二层 10.43 /2.55一层32.6/4.333计算左风作用下，柱端弯矩绘出柱端弯矩图见图154由节点平衡计算左风作用下，梁端弯矩见图19并绘出梁端弯矩图见图15图195计算左风作用下，梁端及柱端剪力计算简图见图8，过程见表4-2并绘出剪力图表4-2层次一层二层边跨中跨边柱中柱6. 绘出右风作用下的弯矩图见图17和剪力图见图18 五、风载作用下的侧移计算见表5-1表5-1层次Dij相对值限值2层10.430.57*2.8*1040.3271/5001层32.60.55*2.8*1042.12顶点/2.45=1/650六、 荷载组合和内力组合顶层横梁内力组合表6-1截面边跨中跨左支座跨中右支座左支座跨中内力-MmaxVmax+Mmax-MmaxVmax-MmaxVmax+Mmax恒载-115.58172.93180.3-229.33-203.31-200.66150.5125.11屋面活载-20.3615.728.95-20.81-15.78-15.812.63.1左风+8.8-1.44-3.4-2-1.44+4.5-0.830右风-8.8+1.44+3.4+2+1.44-4.5+0.830内力组合恒+活-135.94188.65189.25-250.14-219.09-216.46163.1128.21恒+左风-106.78171.49183.7-231.33-204.75-196.16149.6825.11恒+右风-124.38174.37176.9-227.33-201.87-205.16151.3425.11横+0.9（活+风）-115.58-0.9（20.36+8.8）=-141.82172.93+0.9（15.72+1.44）=188.37192.42-250-219-219163不利内力组合-141.82188.37192.42-250-219-21916328.21一层横梁内力组合表6-2截面边跨中跨左支座跨中右支座左支座跨中内力-MmaxVmax+Mmax-MmaxVmax-MmaxVmax+Mmax恒载-124.67142126.73-183.67-157.7-150.89119.928.89屋面活载-77.65106.6101.3-133.21-113.95-112.2588.220.05左风32.2-5.2412.54-7.13-5.248.942.980右风-32.2+5.24-12.54+7.13+5.24-8.94-2.980内力组合恒+活-202.32248.6228.03-316.88-271.65-263.14208.148.94恒+左风-92.47136.76139.27-190.8-162.94-141.96122.8828.89恒+右风-156.87147.24114.19-176.54-152.46-159.83116.9228.89横+活+风-223.55243229.19-310-265-260202不利内力组合-223.55248.6229.19-310271.65-260208.128.89横梁控制截面内力设计值表6-3位置边跨中跨左边支座跨中右边支座左边支座跨中MVMMVMVM2层-141.82188.37192.42-250219-21916328.211层-223.55249229.19-310272-26020828.89顶层柱内力组合表6-4截面左柱中柱上端下端剪力上端下端剪力内力MNMNVMNMNV恒载-115.58 199.9389.3308.36-40.1728.4380.82-21.25483.129.7活载-20.3615.7245.1615.72-12.84.9428.38-1228.383.32左风8.8-1.44-8.8-1.443.454.50.61-4.50.611.76右风-8.8+1.448.8+1.44-3.45-4.5-.614.5-0.61-1.76 内力组合恒+活360215.65 134.5324.08-5333.34409.233.25511.513.02134.5324.0833.25511.5136215.6533.34.409.2恒+左风106.8198.4980.5306.936.7232.9381.4325.75483.7311.580.5306.925.75483.73106.8198.4932.9381.43恒+右风124.4201.498.1309.84-44.152438016.75482.57.998.1309.8416.75482.5124.4201.424380恒+风+活 +141.82215.4137.8323.85536.9406.936509.214.3+137.8323.836509.2+126212.78122321.228.8405.828508 一层柱内力组合表6-5截面左柱中柱上端下端剪力上端下端剪力内力MNMNVMNMNV恒载 -35.64 450.417.82567-8.2211.57761-5.798702.67活载-32.5122.316.8122.3-7.589230.5-4.5230.52.07左风23.4-5.24-46.8-5.2410.811.572.26-23.142.266.2右风-23.42.2446.85.24-10.8-11.57-2.2623.14-2.26-6.2 内力组合恒+活68.1457334.6268915.820.57991.510.311014.7434.6268910.3110168.1457320.57991.5恒+左风12.24445.2295622.58239295622987212.24445.223.14763恒+右风59.04455.664.6572-19.020.7775917.35868-3.5364.657217.3586859.04455.60.77759恒+风+活+8656575682-2530.196931 108010.1+75682311080+44556-9.186729.3966111080 二层柱控制截面内力设计值表6-6位置边柱 11.9*400*4602*0.55=553968800中柱11.9*400*3602*0.55=339292800判断大偏压NNb小偏压NNb大偏压小偏压控制截面MNMNMNMN141.82215.436.9406.9134.5324.833.25511.5106.8198.4924380一层柱控制截面内力设计值表6-7位置边柱 中柱 判断大偏压NNb小偏压NNb大偏压小偏压控制截面MNMNMNMN8656531108034.668910.31100.512.24445.20.77759七、框架梁和柱配筋计算（一）横梁配筋计算正截面计算（为计算方便跨中近似按矩形计算）2层横梁配筋计算表7-1截面边跨中跨左支座跨中右支座左支座跨中M-141.82192.42-250-21918.210.0970.1250.171.0.150.01790.1020.1340.1890.1630.018777106014391241142实配320（942）218+220（1137）520（1570）520（1570）218（509）1层横梁配筋计算表7-2截面边跨中跨左支座跨中右支座左支座跨中M-223.55229.19-310-26028.290.15301450.21201780.01790.1670.1570.2410.1970.0181322124219071559142实配325（1473）420（1256）425（1964）425（1964）218（509）（二）横梁斜截面抗剪计算见表7-3表7-3截面2层1层边跨中跨边跨中跨剪力V5514.3258.90.25满足满足满足满足V箍筋按构造VVV28282828由求箍筋的间距S231231231231取S200200200200（三）柱配筋计算2层柱配筋计算表7-4位置二层边柱二层中柱内力组合第一组第二组第一组第二组 M141.82106.836 24N215.4198.5406.9380e0=M/