墻下地梁計(jì)算書

墻下地梁計(jì)算書項(xiàng)目名稱構(gòu)件編號(hào)日期設(shè)計(jì)校對(duì)審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010(2015年版)),本文簡(jiǎn)稱《混凝土規(guī)范》《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2010(2016年版)),本文簡(jiǎn)稱《抗震規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------梁截面設(shè)計(jì):1已知條件及計(jì)算要求：(1)已知條件：倒L形梁b=500mm，h=800mm，bf上=1500mm，hf上=400mm，dh上=400mm。砼C30，fc=14.30N/mm2，ft=1.43N/mm2，縱筋HRB400，fy=360N/mm2，fy'=360N/mm2，箍筋HPB300，fy=270N/mm2。彎矩設(shè)計(jì)值M=0.00kN.m，剪力設(shè)計(jì)值V=776.35kN，扭矩設(shè)計(jì)值T=233.31kN.m。(2)計(jì)算要求：1.正截面受彎承載力計(jì)算2.斜截面受剪承載力計(jì)算3.受扭承載力計(jì)算4.裂縫寬度計(jì)算(按裂縫控制配筋計(jì)算)。-----------------------------------------------------------2截面驗(yàn)算：(1)截面驗(yàn)算：V/(bh0)+T/(0.8Wt)=3.15(N/mm2)<0.250βcfc=3.58(N/mm2)截面滿足(2)計(jì)算判斷：V/(bh0)+T/Wt=2.93(N/mm2)>0.7ft=1.00(N/mm2)且V=776.35kN>0.35ftbh0=191.44kN截面配筋按剪扭計(jì)算。-----------------------------------------------------------3正截面受彎承載力計(jì)算：(1)按雙筋計(jì)算：as下=35mm，as上=35mm，相對(duì)受壓區(qū)高度ξ=x/h0=0.000<ξb=0.518(2)上部縱筋：As1=800mm2ρ=0.20%<ρmin=0.20%按構(gòu)造配筋A(yù)s1=800mm2(3)下部縱筋：As=800mm2ρmin=0.20%<ρ=0.20%<ρmax=2.50%-----------------------------------------------------------4剪扭截面承載力計(jì)算：(1)按剪扭計(jì)算：V/(bh0)+T/Wt=2.93(N/mm2)>0.7ft=1.00(N/mm2)且V=776.35kN>0.35ftbh0=191.44kN(2)受扭箍筋計(jì)算：上翼緣受扭箍筋：Avt3=387.99mm2/m(單肢)ρvt=0.06%<ρvtmin=0.07%按構(gòu)造配筋A(yù)vt3=445mm2/m(單肢)腹板受剪扭箍筋：Asv2/s=2285.18mm2/mAvt2/s=361.72mm2/m(單肢),(2*Avt2+Asv2)/s=3008.62mm2/mρsvmin=0.15%<ρsv=0.60%(3)受扭縱筋計(jì)算：上翼緣受扭縱筋：Ast3=1047.57mm2ρtl=0.17%<ρtlmin=0.18%按構(gòu)造配筋A(yù)st3=1109mm2腹板受剪扭縱筋：Ast2=781.32mm2ρtlmin=0.18%<ρtl=0.20%-----------------------------------------------------------5配置鋼筋：(1)上部縱筋：計(jì)算面積=As+Ast2*(b/(2*(b+h)))+Ast3/2=800+781*(500/(2*(500+800)))+1109/2=1745mm2，實(shí)配6E20(1885mm2ρ=0.47%)，配筋滿足(2)下部縱筋：計(jì)算面積=As+Ast*(b/(2*(b+h)))=800+781*(500/(2*(500+800)))=1191mm2，實(shí)配4E20(1257mm2ρ=0.31%)，配筋滿足(3)箍筋：計(jì)算Av/s=3009mm2/m，實(shí)配d10@100四肢(3142mm2/mρsv=0.63%)，配筋滿足-----------------------------------------------------------6裂縫計(jì)算：(1)計(jì)算參數(shù)：Mq=-42.86kN.m，最大裂縫寬度限值0.200mm。(2)受拉鋼筋應(yīng)力：σsq=Mq/(0.87h0As)=51.25N/mm2<fyk=400N/mm2。(3)裂縫寬度：Wmax=0.020mm<Wlim=0.200mm,滿足。-----------------------------------------------------------------------------------------------------------------------------