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1、目录二、计算跨径及主梁截面设计1三、荷载计算2四、计算简图2五、内力计算3六、内力包络图4七、正截面受弯承载力计算5八、斜截面受剪承载力计算7九、附加箍筋计算8现浇钢筋混凝土单向板肋梁楼盖设计计算书、荷载情况及材料选用1 .荷载选用排名32,查表1、表2、表3得：恒载标准值gk8.2kN/m活载标准值qk16.6kN/m粉刷层厚20mm,重度取17kN/m3,混凝土重度取25kN/m3恒载分项系数取1.2;活载分项系数取1.42 .材料选用混凝土C30九 14.3c1.43Nmm；梁中纵向受力钢筋采用HRB400 fcft360c其他钢筋均采用 HRB335fcft300二、计算跨径及主梁截面
2、设计由于主梁线刚度较柱线大很多,故中间支座可安脚趾考虑。主梁计算跨径按取为7.2m。11 .截面图h ()L 4801510-720mm,取 h 700 mm;截面宽b230350mm, M b 300 mm三、荷载计算为简化计算，主梁自重按集中荷载考虑。次梁传来的恒载8.27.259.04kN主梁自重250.3(0.70.08)2.411.16kN主梁粉刷170.02(0.70.08)2.421.01kN恒载标准值71.15kN活载标准值16.67.2119.52kN恒载设计值G71.151.285.38kN活载设计值Q119.521.4167.33kN四、计算简图QQ/%3QIQ5IGQQ
3、二161扭Mfi=65.30kN2400L24002砌,24002砌l24002400_24002400720072007200五、内力计算弯矩：MkiGLk?QL剪力：Vk3Gk4QGL614.74kNmQL1204.78kNm其中，可由书中表查可知。剪力计算中没有考虑+作用，因为该组合不起控制作用。表1主梁弯矩计算表项次荷载简图k/M1k/MBk/M2k/MccGGG1(1,3GG110.2440.2670.0670.267164.14150.00164.1441.19AQJQ1QQ10.2890.1330.1330.133160.24348.18160.24160.24AAAQJQ0.0
4、450.1330.2000.133160.2454.22160.24240.96八Af/QJQQQL0.2290.3110.1700.089275.89374.49204.81107.23公2匕1107.23335.740.0890.1700.311107.23204.81374.49(+498.18-324.38-119.05-324.38(X+95.78-324.38282.15-324.38(X+425.89-538.82246.00-271.37(D+)114.26-271.37246.00-538.82MAX498.18一282.15一一-538.82-119.05-538.82表2
5、主梁剪力计算表项次荷载简图k/VAk/VB左k/VB右GGGJ(3CJGGJc130.73362.581.2671.00108.1885.38QQQ51.Q0.8661.13400144.91189.75Q1Q1Q)(1,s0.689115.291.3111.222219.37204.48Af(_iaflQI110.0890.0890.77814.8914.89130.18AAA+(2)207.49-297.9385.380)+116.29-218.37289.860)+X47.69207.49-123.07一215.56289.86MA一-297.93一六、内力包络图in L4红 黄 互 茶
6、II4, Jo4 桀，&9一典0 33-038.82-533. 62-：19. 4/-119, 47_11,35，06.79m ;舐32J7,辞球93245.0B252.15级，1323 go /一叱 * M D线:a fO级,M海弯矩包络图49S, 38二/-X1L 35七、正截面受弯承载力计算跨中截面n工砧T形截面的翼缘梁跨中按T?2400mmbIJ、 、 .、宽度bf ,按1W 23 ns ra00so5元 17200mm,故取斗4712400mm 跖红血北沟言桀同：蓝线：O*区洋红线一新缘厚:-115.29-IE317700, h。3 m3 -Z9hf 1 80mm判定T形截面类型:：
7、3.1770070- TIE 为皿3-16 军630mm边跨、由间跨剪力包络图fcbfhf(h0f)1.014.3240080 (63080)1619.904106N mm498.18kN m(边跨中)282.15kN m中间跨中)故各跨中截面属于第一类T形截面。支座截面支座截面按矩形截面计算，离端第二支座B按布置两排纵向钢筋考虑，取h070070630mm截面1B2弯矩M(kNm)498.18-538.52282.14-119.05Vob/2(85.38167.330)0.4250.541M-V0b2-488.28ifcbh。2或ifcbfh21.014.32400630213621.608
8、1061.014.330062021649.0761061.014.3240066014949.7921C61.014.93006601947.1321(6Msfcbho-M口sfcbfho0.0370.2870.0210.0701J2s(卜0.550)b0.0370.3470.0210.073s10.50.9810.8270.9900.964AsM/sfyh0223826051257545选用钢筋3整25+2收224曲25+2曲204#202中20实际钢筋截向间积mm223325921256628配筋率1.18%1.37%0.66%0.33%最小配筋率minmax0.2%,0.45ft_fy
9、0.2%,满足要求0.2%,满足要求0.2%,满足要求0.2%,满足要求八、斜截面受剪承载力计算截面AB左B右V(kN)207.49-297.93215.56%hhf63080550mm因hw55%61.94,截面尺寸按下面式验b/300笆0.25cfcbh(kN)675.675V截面满足675.675V截面满足675.675V截面满足剪跨比：24003.83,取3.06301.75Vcftbh(kN)1118.243V需配箍筋118.243V需配箍筋118.243V需配箍筋箍筋肢数、直径2102士102中10AsvnAsv1157157157s1.0fyvAsvh0/(VVc)332165173实配箍筋间距取150取150取150验算最小配筋率Av157ftsv上0.0030.240.001,svbs300200fyv满足要求九、附加箍筋计算次梁传来的的集中力：Fl59.041.2119.521.4238.176kN，设共有x个附加箍筋，那么满足xfyAsvFl，解得x2.5根据构造要求取x6，即每边布置三排。
