双向板肋梁楼盖设计计算书

--#-5活载•141.25-0.117-224.50-0.033£L!■T‘1■*»«3-39.00-89.976■■■/1•Jf、i-0.067-0.017212E.AA■dn■■179.69-128.40活载-182.67-46.35-1903.8-1903.81+2+3625.641-828.482-1903.8-1903.8内力1+2+4-248.481279.432组1+2+5574.39-859.59-189.29-630.56合1+2+6612.83-723.266.81-586.94最Mi组合项次min1+2+41+2+61+2+61+2+6不利内M.组合值（kN•m）min-248.48-723.266.81-586.94力最M组合项次max1+2+31+2+41+2+31+2+3不利-1903.8-1903.8内M组合值（kN•m）max625.641828.481力2）剪力计算：V=k1glo+k2gE'lo+k3qE'lo（k值可以查表得到）平均跨：（计算支座弯矩时取用）gl°2=67.48X7.19=485.18kNg'l2=37.09X7.19=266.68kN

q'l2=52.74X7.19=379.20kNE主梁剪力计算如表7.表7.主梁剪力计算项次荷载简图-K-K-K

VAVBLVBR1恒载0.400-0.6000.500JIS匹J.3B3£:319.41-29.1124.302恒载-li11]]■我£[]1[-L111i-Ji'1P\10.69-16.0313.363活载12.00-14.7004活载■xl11Ji-l-fiL11Tj.-1.33-1.3313.35-^SJ—■5活载■-!■-、H-、-■■"-I-"10.25-16.4815.586活载11I.11.58-15.142.23ZE内力组合1+2+342.10-59.8437.621+2+428.76-46.4851.001+2+540.34-61.6253.131+2+641.68-60.2739.85最不利内力Vi组合项次Vmin1+2+41+2+41+2+3V.组合值（kN）min28.76-46.4837.62最不利内V组合项次max1+2+31+2+51+2+5V组合值（kN）max42.10-61.6353.13力(4)正截面承载力计算确定翼缘宽度(跨截面按T形截面计算)根据《混凝土设计规范》(GB50010-2002)第7.2.3条规定，翼缘宽度取较小值。边跨：bf'=l0/3=7.2O5/3=2.4Ombf'=b+Sn=0.2+(7.2-0.12-0.15)=7.13m去较小值bf'=2.40m中间跨：bf'=l0/3=7.2/3=2.4Ombf'=b+Sn=0.2+(7.2-0.12-0.15)=7.13m去较小值：bf'=2.40m支座截面仍按矩形截面计算。判断截面类型按单排钢筋考虑，取h0=650mm。选用混凝土C25。a1fcbf'hf'(h0-hf'/2)=1.0X11.9X2400X120X(650-120/2)=2022.05kN・m>kN・m属于第一类T形截面。正截面承载力计算按弹性理论计算连续梁内力时，中间跨的计算长度取为中心线间的距离，故所求的支座弯矩和支座剪力都是指支座中心线的。而实际上正截面受弯承载力和斜截面受剪承载力的控制截面在支座边缘，所以计算配筋时，将其换算到截面边缘。次梁正截面承载力计算见表5•受力钢筋选用HRB335级，箍筋选用HPB235级。根据《混凝土设计规范》(GB50010-2002)第9.5.1条的规定，纵向受力钢筋的最小配筋率为0.2%和0.45ft/fy中的较大值，即0.2%。表8•中的配筋满足要求。配筋形式采用分离式。表8•主梁正截面承载力计算表截面边跨中B支座中间跨中M(kN・m)625.64-1903.81828.48828.48Vb/2(kN)z——92.45————

Mb=M-Vb/2(kN・m)z625.64-1811.36828.48828.48Ma=bsafb'h21cf00.0510.1500.0690.069E=1-J1-2a"sz、0.0520.1630.0720.072Ys二0.5、+J1—2a丿s0.970.920.960.96AMA二b—sfYhys0472.521442.40632.23632.23选用钢筋4B142B16+4B181B18+2B202B22实际配筋面积/mm26151419732760AP=—s-配筋率bh0.23%0.52%0.35%0.35%（4）斜截面承载力计算次梁斜截面受剪承载力计算见表9•。根据《混凝土设计规范》（GB50010-2002）第10210条的规定，该梁中箍筋最大间距为250mm。表9•主梁斜截面承载力计算表截面A支座B支座左B支座右V(kN)42.10-61.6253.130.25Bfbh0(kN)cc00.25X1.0X11.9X650X200=386.75>V截面满足要求0.7ftbh0(kN)0.7X1.27X300X650=173.335<V按计算配筋箍筋直径及肢数A6@250双肢配筋率PsvP=2A/(bs)=2X56.6/(300X250)=0.151%>PSVSV、/、i=0.24f/f=0.15%svmmtyv（5）主梁构造主梁构造应满足：Q主梁的构造应符合受弯构件的所有构造要求；主梁受力钢筋的