层框架结构一榀框架手算计算书

-1-济南某培训中心综合楼计算书1工程概况拟建5层培训中心,建筑面积4500m2,拟建房屋所在地的设防参数，基本雪压S0=0.3kN·m2,基本风压ω0=0.45kN·m2地面粗糙度为B类。2结构布置及计算简图主体5层,首层高度3.6m,标准层3.3m,局部突出屋面的塔楼为电梯机房层高3.0m,外墙填充墙采用300mm,空心砖砌筑,内墙为200mm的空心砖填充,屋面采用130mm，楼板采用100mm现浇混凝土板,梁高度按梁跨度的1/12～1/8估算,且梁的净跨与截面高度之比不宜小于4,梁截面宽度可取梁高的1/2～1/3,梁宽同时不宜小于1/2柱宽,且不应小于250mm,柱截面尺寸可由Ac≥cNfN][确定本地区为四级抗震,所以8.0c,各层重力荷载近似值取13kN·m-2,边柱及中柱负载面积分别为7.86.9226.91m2和7.8(6.922.72)37.44m2.柱采用C35的混凝土（fc=16.7N·mm2，ft=1.57N·mm2）第一层柱截面边柱AC=31.326.91131051702810.816.7mm2中柱AC=31.2537.44131052276950.816.7mm2如取正方形,则边柱及中柱截面高度分别为339mm和399mm。由上述计算结果并综合其它因素，本设计取值如下：1层:600mm×600mm；2～5层:500mm×500mm表1梁截面尺寸(mm)及各层混凝土等级强度层次砼等级横梁(b×h)主梁(b×h)次梁(b×h)AB、CD跨BC跨1C35350×500350×400400×700300×4502～5C30300×500300×400350×700300×450基础选用桩基础。2～5层柱高为3.3m,底层柱高度从基础顶面取至一层底板，即13.60.452.21.10.15.05hm。-2-图1结构平面布置图图2建筑平面图-3-100厚钢筋混凝土板20厚水泥砂浆找平层三毡四油防水层40厚刚性防水细石砼保护层50厚炉渣图3剖面图7.8m7.8m7.8m7.8m3.3×4=13.2m3.0m6.9m2.7m6.9m5.05m（a）横向框架（b）纵向框架图4框架结构计算简图3重力荷载计算3.1屋面及楼面的永久荷载标准值40mm刚性防水细石砼内配φ4@200钢筋网25×0.04=1.0kN·m-220mm1:3水泥砂浆找平层20×0.02=0.4kN·m-2-4-50mm炉渣找坡2%12×0.05=0.6kN·m-2三毡四油防水层0.4kN·m-2100mm钢筋混凝土板0.1×25=2.5kN·m-2V型轻钢龙骨吊顶0.25kN·m-2合计5.15kN·m-21～5层楼面:瓷砖地面0.55kN·m-260mm浮石珍珠岩混凝土隔声层5×0.06=0.3kN·m-2100mm混凝土楼板0.10×25=2.5kN·m-2V型轻钢龙骨吊顶0.25kN·m-2合计3.6kN·m-23.2屋面及楼面可变荷载标准值上人屋面均布活荷载标准值2.0kN·m-2楼面活荷载标准值2.0kN·m-2电梯机房楼面活荷载标准值7.0kN·m-2屋面雪荷载标准值0.3kN·m-23.3墙重力荷载计算外墙:墙体为300mm粘土空心砖，外墙面贴瓷砖。墙面为20mm厚抹灰，则外墙单位墙面重力荷载为：15×0.3+17×0.02=4.84kN·m-2内墙:为200mm粘土空心砖，两侧均为20mm抹灰，则内墙单位面积重力荷载为：15×0.24+17×0.02×2=3.68kN·m-23.4梁柱自重重力荷载(见表2)表2梁柱重力荷载标准值层次构件b/mh/mγ/kN·m-3βgKN/kN·m-1Li/mnGi/kNiG/kN1边横梁0.350.5251.054.596.1216449.452278.13中横梁0.350.4251.053.682.1861.824次梁0.30.45251.053.546.514322.14纵梁0.40.7251.057.357.02281444.716柱0.60.6251.109.95.05321599.84-5-2～5边横梁0.30.5251.053.946.2716395.262066.21中横梁0.30.4251.053.152.2855.44次梁0.30.45251.053.546.5514324.62纵梁0.350.7251.056.437.17281290.89柱0.50.5251.106.883.332726.5283.5门窗自重重力荷载塑钢窗:0.45kN·m-2普通钢铁门:0.45kN·m-2铝合金门:0.40kN·m-2火门:0.45kN·m-2木门:0.2kN·m-2玻璃门:1.0kN·m-23.6重力荷载代表值具体数据见图5中标注，Gi的单位为kN。4框架侧移刚度计算图5各质点重力荷载代表值4.1横向框架侧移刚度计算表3横梁线刚度ib计算类别层次Ec/N·mm-2b×h/(mm×mm)IO/(mm4)l(mm)E0I0/l/(N·mm)1.5E0I0/l/(N·mm)2.0E0I0/l/(N·mm)边横梁13.15×104350×5003.646×10969001.66×10102.49×10103.32×10102～53.0×104300×5003.646×10969001.585×10102.37×10103.16×1010走道梁13.15×104350×4001.869×10927002.18×10103.27×10104.36×10102～53.0×104300×4001.6×10927001.8×10102.7×10103.6×1010表4柱线刚度ic计算层次hC/mmECN/mmb×h/mm×mmIc/mm4ECI0/hc/N.mm150003.15×104600×6001.08×10106.804×10102～533003.0×104500×5000.521×10104.736×1010-6-表5中框架柱侧移刚度D值(N·mm-1)层次边柱(8根)中柱(8根)iDKc1iDKc1iD3～50.3350.15480301.1750.5282755028624020.3430.11369400.8220.4683655034792010.2440.356233601.1750.52827550408880表6边框架柱侧移刚度D值(N·mm-1)层次A-1、A-8、D-1、D-8B-1、B-8、C-1、C-8iDKcDi1KcDi23～50.3350.14373500.7140.17490806572020.3430.146191000.7630.190991611606410.2440.3321721.0880.5640.36223757183988表7楼、电梯间框架柱侧移刚度D值(N·mm-1)层次C-3、C-4、C-5、C-6D-3、D-4、D-5、D-6iDKcDi1KcDi23～51.2670.388202400.6330.2401252013104021.4090.473215500.3670.155808011852010.8470.413310400.2700.34022310213400表8横向框架层间侧移刚度(N·mm-1)层次12345iD614208482504483000483000483000由上表得到1D/iD=614208/482504=1.270.7,故该框架为规则框架。5横向水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的内力和侧移计算5.1.1横向自振周期计算突出屋面部分的折算重力荷载331411.0711731.77219.8eGkN结构顶点的假想侧移计算由表9体现。-7-表9结构顶点的假想侧移计算层次Gi/KNVGi/kNiD/(N·mm-1)u/mmiu/mm56948.246948.2448300014.39210.7347352.1414300.3848300029.61196.3437352.1421652.5248300044.83166.7327352.1429004.6648250460.11121.918946.0737950.7361420861.7961.79计算基本周期T1,其中μT的量纲为m,取ΨT=0.7,则T1=1.7×0.7×0.21073=0.57s5.1.2水平地震作用及楼层地震剪力结构不超过40m,质量和刚度沿高度分布比较均匀,变形以剪切性为主,故可用底部剪力法计算水平地震作用。结构总水平地震作用标准值，即0.850.85(894.60722056.426948.24eqiGG）=0.85×29899.27=25414.38KN0582.008.0)57.04.0()(9.0max9.011TTgFEK=1·Geq=0.0582×25414.38=1479.12kN因1.4Tg=1.4×0.40=0.56sT1=0.57s所以应考虑顶部附加水平地震作用。顶部附加地震作用系数δnδn=0.08·T1+0.01=0.08×0.57+0.01=0.055650.05561479.12109.350FkN各质点的水平地震作用按公式Fi=1479.12iijjGHGH计算具体计算结果由表10体现表10各质点横向水平地震作用及楼层地震剪力计算层次Hi/mGi/KNGiHi/KNijiiHGHGFi/KNVi/KN21.71731.77037579.410.078115.4115.4518.76948.247129932.220.271400.9516.3415.47352.141113222.970.236349.1910.4312.17352.14188960.910.186275.11185.528.87352.14164698.840.135199.71385.215.058946.07145177.660.094139.01524.2各质点水平地震作用及楼层地震剪力沿房屋高度的分布图见图6-8-F6F5+ΔF5F1F2V1V2（a）水平地震作用分布（b）层间剪力分布图6横向水平地震作用及楼层地震剪力5.1.3水平地震作用下位移计算水平地震作用下框架结构层间位移i和顶点位移i分别按niijiiDVu1和kniuV1计算。计算结果见表11表11横向水平作用下的位移验算层次Vi/KNiD（N/mm）iu/mmui/mmHi/mmiihu5516.34830001.0710.7533000.0003244910.44830001.889.6833000.00056731185.54830002.457.833000.00074221385.24825042.875.3533000.00087011524.26142082.482.4850500.000491由表11可知，最大层间弹性位移角发生在第二层，其值为0.0008701/550，满足huee的要求，其中5501hu，查表可得，（《土木工程专业毕业设计指导》）。5.1.4水平地震作用下框架内力计算-9-表12各层柱端弯矩及剪力计算层次hi/mVi/kNΣDijN·m边柱中柱Di1Vi1kybiM1uiM1Di2Vi2kybiM2uiM253.3516.348300080308.580.3350.258.8126.432755036.921.1750.3542.6479.1943.3910.4483000803015.130.3350.3520.9338.872755062.141.1750.4592.28112.7833.31185.5483000803019.710.3350.4535.4943.382755081.941.1750.45121.68148.7223.31385.248250