1、混凝土框架结构课程设计温州大学瓯江学院WENZHOUUNIVERSITYOUJIANGCOLLEGE混凝土结构课程设计二)专业:土木工程班级:08土木工程本一姓名:王超学号:08207023219指导教师:张茂雨日2018年6月10号1/45期:混凝土框架结构课程设计一设计资料某三层工业厂房,采用框架结构体系。框架混凝土柱截面尺寸边柱为500mm500mm,中柱600mm600mm。楼盖为现浇钢筋混凝楼盖,其平面如图所示。图示范围内不考虑楼梯间)。厂房层高分别为4.5,4.2,4.2M。地面粗糙度类别为B类。L1=8100,L2=6600)b5E2RGbCAP1.楼面构造层做法:20mm厚水泥
2、砂浆地面,钢筋砼现浇板,15mm厚石灰砂浆刷。2可变荷载:楼面屋面标准值取5.0KNm2,活荷载分项系数1.3。3永久荷载:包括梁、板及构造层自重。钢筋砼容重25KNm33,m,石灰砂浆容重17KNm分项系数为1.2。p1EanqFDPw3,水泥砂浆容重20KN材料选用:混凝土采用C20fc9.6Nmm2,ft1.10Nmm2)。2钢筋柱、梁受力筋采用级钢筋fy300Nmm),板内及梁内其它钢筋采用级fy210Nmm2)DXDiTa9E3d二框架梁及柱子的线刚度计算取轴上的一榀框架作为计算简图,如图所示。2/45梁、柱混凝土强度等级为C20,Ec2.551025.54N/mm2106KN/m2
3、。框架梁惯性矩增大系数:边框架取1.5,中框架取2.0。RTCrpUDGiT中框架梁的线刚度:1ib6bEIb/l=2.025.5100.30.73/6.666.28103KNm25PCzVD7HxA边框架梁的刚度:2ib60.30.7bEIb/l1.525.5103/6.649.70103KNm2jLBHrnAILg底层中柱的线刚度:i6底中EIc/l=25.5100.60.63/4.561.44103KNm2底层边柱的线刚度i底边EIc/l=25.51060.50.5/4.529.51103KNm60.50.5/4.529.51103KNm2其余各层中柱的线刚度i其中0.9EIc/l=0.
4、925.51060.60.660.60.63/4.555.30103KNm2xHAQX74J0X其余各层边柱的线刚度3/45i63KNm2底边0.9EIc/l=0.925.5100.50.5/4.526.5610三荷载计算LDAYtRyKfE1恒荷载标准值计算(1)楼屋)面自重结构层:80厚现浇钢筋砼板0.1m25KNm32.5KNm2Zzz6ZB2Ltk20mm厚水泥砂浆面层0.02m20KNm30.4KNm2dvzfvkwMI120mm石灰砂浆天棚抹灰0.015m17KNm30.26KNm2rqyn14ZNXI-EmxvxOtOco合计gk3.16KNm2SixE2yXPq5(2)梁自重次
5、梁自重25KNm30.25m0.45m0.1m)2.19KNm次梁抹灰自重217KNm30.015m0.45m0.1m)0.02m0.25m17KNm0.26KNm6ewMyirQFL-kavU42VRUs合计gk2.45KNmy6v3ALoS8930.3m0.7m0.1m)4.5KNm主梁自重25KNm主梁抹灰自重217KNm30.015m0.7m0.1m)0.02m0.3m17KNm0.41KNmM2ub6vSTnP-0YujCfmUCw合计gk4.91KNmeUts8ZQVRd(3)柱自重边柱自重25KNm30.5m0.5m6.25KNmsQsAEJkW5T边柱抹灰自重417KNm30.
6、02m0.5m0.68KNmGMsIasNXkA-TIrRGchYzg合计gk6.93KNm7EqZcWLZNX中柱自重25KNm30.6m0.6m9.0KNmlzq7IGf02E中柱抹灰自重417KNm30.02m0.6m0.82KNmzvpgeqJ1hk-NrpoJac3v1合计gk9.82KNm1nowfTG4KI2活荷载标准值计算21)楼屋)面活荷载标准值:5.0KNm2)雪荷载2sk=0.35KNm屋面活荷载不与雪荷载同时考虑,取两者中大者。4/453框架竖向荷载计算轴间框架梁楼面轴间框架梁均布荷载为:恒载板传荷载梁自重6.52KNm4.91KNm11.43KNm活载轴柱竖向荷载计算
7、顶层柱顶顶层柱顶恒载:屋面板传荷载3.16KNm23.3m583.3m3.16KNm23.3m120.4223)3.9m63.15KNHbmVN777sL0.42梁传荷载2.45KNm3.9m0.25m)4.91KNm3.3m0.25m)23.92KNV7l4jRB8Hs顶层柱顶活载:屋面板传荷载5.0KNm23.3m583.3m0.25m)5.0KNm23.3m120.4220.423)mZkklkzaaP297.0KN基础顶面活载0KN(3)B(C轴柱竖向荷载计算顶层柱顶顶层柱顶恒载:屋面板传荷载23.3m583.3m3.16KNm23.3m1223.16KNm0.4220.423)3.9
8、m)89.64KNAVktR43bpw梁传荷载22.45KNm3.9m0.25m)4.91KNm3.3m0.25m)47.84KNORjBnOwcEd顶层柱顶活载:屋面板传荷载25.5KNm23.3m583.3m0.25m)5.5KNm23.3m120.4220.423)3.9m0.25m)145.14KN2MiJTy0dTT顶层柱顶恒载板传荷载梁传荷载137.48KN顶层柱顶活载板传荷载145.14KN二层柱顶恒载板传荷载梁传荷载柱自重316.2KN二层柱顶活载板传荷载290.28KN底层柱顶恒载板传荷载梁传荷载柱自重494.93KN底层柱顶活载板传荷载435.42KN基础顶面恒载板传荷载梁
9、传荷载柱自重541.08KN基础顶面活载板传荷载0KN框架在竖向荷载作用下的受荷图如图所示6/454框架水平荷载计算为简化计算,将风荷载近似用作用在屋面梁和楼面梁节点处的集中荷载,其标准值:Wkzsz0hihj)B2WK计算过程见表集中风荷载标准值离地高度zmzzs0KNm2hihjBWkKN13.11.091.31.30.64.203.99.058.91.001.071.30.64.24.23.913.674.71.001.021.30.64.74.23.913.81四框架结构内力计算采用分层法和D值法)为简化计算,考虑如下几种单独受荷情况:(1)恒载作用(2)活荷载作用于AB轴跨间(3)活
10、荷载作用于BC轴跨间(4)活荷载作用于CD轴跨间(5)风荷载作用从左向右或从右向左)1恒荷载标准值作用下的内力计算节点各杆的弯矩分配系数按下式计算7/45ik=iikiik2节点的不平衡弯矩即梁固端弯矩M=112ql0由分层法可求得整个框架在恒荷载作用下的弯矩图计算过程见图a),在求得结构支座弯矩(1)确定各柱的反弯点位置;(2)分层取脱离体计算各反弯点处剪力;(3)先求柱端弯矩,再由节点平衡求梁端弯矩,当为中间节点时,按梁的线相对线刚度分配节点的柱端不平衡弯矩。(4)其他内力的计算:根据力的平衡条件,由梁两端的弯矩求出梁的剪力;由梁的剪力,根据节点的平衡条件,可求出柱的轴力。IAg9qLsg
11、BX风荷载标准值作用下的内力图见图13、14、15所示8/459/45图a恒荷载作用下分层法计算过程表1A(D轴框架柱反弯点位置层号h/myoy1y2y3yyh/m34.21.750.390000.391.6424.21.750.45000.451.8914.71.760.560000.562.63表2B(C轴框架柱反弯点位置层号h/myoy1y2y3yyh/m34.21.970.400000.401.6824.21.970.450000.451.8914.71.980.550000.552.5910/4511/45表3框架柱修正后的抗侧刚度轴号层号cEI/hD=c12EI/h3A(D3层0.
12、4728.469.102层0.4728.469.101层0.6028.269.21B(C3层0.5059.0120.082层0.5059.0120.081层0.6258.6019.7412/45表4风荷载作用下框架柱端剪力弯矩和梁端弯矩计算轴号层号VikNDkN/mDkN/mD/DVkNyh/mMcs/kNmMcx/kNmMbz/kNmMby/kNmA(D39.059.1058.360.161.451.643.712.383.71222.729.1058.360.163.641.898.416.8810.79136.539.2157.90.186.582.6313.6217.3120.50B(
13、C39.0520.0858.360.343.081.687.765.173.344.42222.7220.0858.360.347.721.8917.8314.599.8913.11136.5319.7457.900.3412.422.5926.2132.1717.5423.2613/45表5风荷载作用下框架柱轴力和梁端剪力计算层号梁端剪力/kN柱轴力/kNAB跨BC跨CD跨A轴B轴C轴D轴31.021.341.021.020.320.321.02拉)拉)23.133.973.134.151.861.864.15拉)拉)15.767.055.769.913.153.159.91拉)拉)14/4
14、5图b活荷载作用在AB轴间分层法计算过程15/4516/4517/45118/4519/45图c活荷载作用在BC轴间分层法计算过程20/4521/4522/45图d活荷载作用在CD轴间分层法计算过程23/45五框架结构内力组合24/45各种荷载情况下的框架内力求得后,根据最不利又是可能的原则进行内力组合。比较恒荷载和活荷载由可变荷载效应控制的组合和由恒荷载效应控制的组合的大小,取两者中大者。构件控制截面的内力按下式计算:WwghWvVhPE梁支座边缘处的内力值:M边=MbVbb/2V边=Vbqb/2柱上端控制截面在上层的梁底,其内力按下式计算:Mcs=McVch/2Mcx=McVch/2Vc=
15、Mc1+Mc2)/H式中M边支座边缘截面的弯矩标准值;V边支座边缘截面的剪力标准值;Mb,Mc分别为梁柱中线交点处的梁端的弯矩标准值和柱端的弯矩标准值;Mc1,Mc2分别为梁柱中线交点处的柱上端和下端的弯矩标准值Vb,Vc与M相应的梁柱中线交点处的梁端的剪力标准值和柱端的剪力标准值q梁单位长度的均布荷载标准值;b梁端支座宽度由可变荷载效应控制的基本组合层号恒载活载活载活载左风右风及相应的VV及相应的及相应的M组合值组合值组合值工程工程工程3左M-18.94-24.903.81-0.745.19-5.19+-47.69+-47.69V33.7637.10-1.540.36-1.431.4372.
16、0872.08+0.6+0.625/45中M22.3451.41-7.111.530.30-0.30+75.46V+0.6右M-60.79-56.83-17.893.81-4.684.68+-118.84+118.84+V-46.44-46.76-1.540.36-1.431.43-95.60-95.60+0.6+0.62左M-27.56-31.904.07-0.4315.11-15.11+-68.96+-68.96V35.4038.39-1.430.21-4.384.3876.6376.63+0.6+0.6中M24.9548.65-4.700.710.63-0.63+74.69V+0.6右M
17、-50.58-55.24-13.471.86-13.8513.85+-127.6+-127.6V-44.80-45.47-1.430.21-4.384.38-94.33-94.33+0.6+0.61左M-27.07-31.904.07-1.0528.7-28.7+-77.42+-77.42V35.2938.39-1.430.21-8.068.0678.7378.73+0.6+0.6中M24.8048.65-4.700.412.07-2.07+75.10V+0.6右M-58.79-55.24-13.471.86-24.5624.56+-142.24+-142.2426/45V-44.90-45.
18、47-1.430.21-8.068.06-96.64-96.64+0.6+0.6注:1、活载分别作用在AB轴间、BC轴间、CD轴间;2、恒载的分项系数为1.2;3、活载的分项系数为1.3;左风、右风的分项系数为1.4,4、以上各值均为轴线处的M和V;5、表中弯矩的单位为,剪力单位为。表7用于承载力计算的框架梁AB(CD由恒荷载效应控制的基本组合层号恒载活载活载活载左风右风及相应的VV及相应的及相应的M组合值组合值组合值工程工程工程3左M-21.31-24.903.81-0.745.19-5.19-42.89+-42.89+0.70.7V37.9837.10-1.540.36-1.431.436
19、5.2065.20+0.7+0.7+0.7+0.7中M25.1351.41-7.111.530.30-0.30+0.7V62.40+0.7+0.7右M-68.39-56.83-17.893.81-4.684.68-+0.7132.97+0.7132.97V-52.25-46.76-1.540.36-1.431.43-87.06-87.06+0.7+0.7+0.7+0.727/452左M-31.01-31.904.07-0.4315.11-15.11-63.65-63.65+0.7+0.7V39.8338.39-1.430.21-4.384.3870.2970.29+0.7+0.7+0.7+0.
20、7中M28.0748.65-4.700.710.63-0.63+63.06V+0.6右M-56.90-55.24-13.471.86-13.8513.85-114.69-114.69+0.7+0.7V-50.4-45.47-1.430.21-4.384.38-86.61-86.61+0.7+0.7+0.7+0.71左M-30.45-31.904.07-1.0528.7-28.7-73.61-73.61+0.7+0.7V39.7038.39-1.430.21-8.068.0672.3672.36+0.7+0.7+0.7+0.7中M27.948.65-4.700.412.07-2.07+63.69V+0.6右M-66.14-55.24-13.471.86-24.5624.56+0.7-123.30+0.7-123.30V
copyright@ 2008-2022 冰豆网网站版权所有
经营许可证编号:鄂ICP备2022015515号-1