地下室底板抗水板计算书

说明:采用修正经验系数法，按大柱帽无梁筏板计算。混凝土标号：C302.01N/mm2底板板厚h=400mm1.43N/mm2承台厚h=1000mm柱尺寸aXb=0.6X0.6m柱距：LxXLy(m)=8.2X8.2m承台尺寸AXB=2X2m迎水筋保护层C=50mm水位高于底板面3.4m背水钢筋保护层C=20mm2.5KN/m2计算裂缝C=25mm25.5KN/m2（扣除向下恒载）㈠.X向柱上板带承台边支座截面负弯矩计算：沿X向总弯矩标准值:Mox=qLy(Lx-C)2/8=25.5*8.2*(8.2-2)^2/8=1004.7KN*m0.5*1004.7/(8.2/2)=KN*m1.强度计算:底板底筋fy=300N/mm2ho=mm①④号筋每延米筋面积As=1.2*122.5/(0.9*300*343)=1587.3mm2实配Φ14@75实配As=2051mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)混凝土强度设计值ft=垫层重水净反力q=实际配筋率ρ=0.005132.0E+05地下室底板抗水板计算二.计算过程：一.基本资料：0.002153431.2Mx/(0.9fyho)=柱上板带每延米弯矩Mx=0.5Mox/By=最小配筋率ρmin=122.5混凝土强度标准值ftk=第1页，共12页σsk=Mk/(0.87hoAs)=122.5/(0.87*343*2051)=N/mm2ρte=As/(0.5bh)=2051/(0.5*1000*400)=0.010.011.1-0.65*2.01/(0.01*200.2)=(0.2ψ1.0)取ψ=0.4472.1*0.447*200.2*(1.9*25+0.08*14/0.01)/200000=0.15mm0.2mm满足要求!㈡.X向柱上板带跨中弯矩及跨中板带弯矩计算：1.沿X向总弯矩标准值:Mox=qLy(Lx-2C/3)2/8=25.5*8.2*(8.2-2*2/3)^2/8=KN*ma.柱上板带跨中每延米Mx=0.18*1232/(8.2/2)=KN*mb.跨中板带支座每延米Mx=0.17*1232/(8.2/2)=KN*mc.跨中板带跨中每延米Mx=0.15*1232/(8.2/2)=KN*mMx=54.1KN*m1.强度计算:底板面筋fy=300N/mm2ho=mm③号筋每延米筋面积As=1.2Mx/(0.9fyho)=1.2*54.1/(0.9*300*373)=645mm2实配Φ14@150实配As=1026mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=54.1/(0.87*373*1026)=N/mm2ρte=As/(0.5bh)=1026/(0.5*1000*400)=0.01取ρte=0.011.1-0.65*2.01/(0.01*162.5)=(0.2ψ1.0)取ψ=0.2962.1*0.296*162.5*(1.9*20+0.08*14/0.01)/200000=0.076mm0.2mm满足要求!㈢.X向承台根部负弯矩计算：沿X向总弯矩标准值:Ly/2=4.122Mox=qLy(Lx-C)2/8=25.5*8.2*(8.2-0.6)^2/8=KN*m0.5*1509.7/2=KN*m1.强度计算:承台底板底筋fy=300N/mm2ho=mm承台每延米筋面积As=1.2*377.4/(0.9*300*942)=1780.6mm2实配Φ16@75实配As=2679mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=377.4/(0.87*942*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*1000)=0.010.011.1-0.65*2.01/(0.01*171.9)=(0.2ψ1.0)取ψ=0.342.1*0.34*171.9*(1.9*25+0.08*16/0.01)/200000=0.108mm0.2mm满足要求!㈣.Y向柱上板带承台边支座截面负弯矩计算：沿Y向总弯矩标准值:Moy=qLx(Ly-C)2/8=25.5*8.2*(8.2-2)^2/8=1004.7KN*m0.0059420.002560.00215377.4取ρte=ψ=1.1-0.65ftk/(ρteσsk)=0.34实际配筋率ρ=0.002682.0E+05171.9取ρte=1509.7200.2底板面筋计算弯矩选用实际配筋率ρ=最小配筋率ρmin=0.010.447373123254.151.1162.50.0050.00215取By=ψ=1.1-0.65ftk/(ρteσsk)=ψ=1.1-0.65ftk/(ρteσsk)=ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.17Mox/By=承台每延米弯矩Mx=0.5Mox/By=ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.18Mox/By=2.0E+051.2Mx/(0.9fyho)=0.15Mox/By=ωmax=αcrψσsk(1.9c+0.08deq/ρte)/Es=0.296最小配筋率ρmin=45.1第2页，共12页0.5*1004.7/(8.2/2)=KN*m1.强度计算:底板底筋fy=300N/mm2ho=mm②⑥号筋每延米筋面积As=1.2*122.5/(0.9*300*344)=1582.7mm2实配Φ12@75实配As=1507mm2不满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=122.5/(0.87*344*1507)=N/mm2ρte=As/(0.5bh)=1507/(0.5*1000*400)=0.010.011.1-0.65*2.01/(0.01*271.6)=(0.2ψ1.0)取ψ=0.6192.1*0.619*271.6*(1.9*25+0.08*12/0.01)/200000=0.253mm0.2mm不满足要求!㈤.Y向柱上板带跨中弯矩及跨中板带弯矩计算：1.沿Y向总弯矩标准值:Moy=qLx(Ly-2C/3)2/8=25.5*8.2*(8.2-2*2/3)^2/8=KN*ma.柱上板带跨中每延米My=0.18*1232/(8.2/2)=KN*mb.跨中板带支座每延米My=0.17*1232/(8.2/2)=KN*mc.跨中板带跨中每延米My=0.15*1232/(8.2/2)=KN*mMy=54.1KN*m1.强度计算:底板面筋fy=300N/mm2ho=mm⑤号筋每延米筋面积As=1.2My/(0.9fyho)=1.2*54.1/(0.9*300*373)=645mm2实配Φ14@150实配As=1026mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=54.1/(0.87*373*1026)=N/mm2ρte=As/(0.5bh)=1026/(0.5*1000*400)=0.01取ρte=0.011.1-0.65*2.01/(0.01*162.5)=(0.2ψ1.0)取ψ=0.2962.1*0.296*162.5*(1.9*20+0.08*14/0.01)/200000=0.076mm0.2mm满足要求!㈥.Y向承台根部负弯矩计算：沿Y向总弯矩标准值:Lx/2=4.122Moy=qLx(Ly-C)2/8=25.5*8.2*(8.2-0.6)^2/8=KN*m0.5*1509.7/2=KN*m1.强度计算:承台底板底筋fy=300N/mm2ho=mm承台每延米筋面积As=1.2*377.4/(0.9*300*941)=1782.5mm2实配Φ18@100实配As=2543mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)941最小配筋率ρmin=0.00215实际配筋率ρ=ψ=1.1-0.65ftk/(ρteσsk)=0.296ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.00254取Bx=1509.71.2My/(0.9fyho)=承台每延米弯矩My=0.5Moy/Bx=377.4最小配筋率ρmin=0.00215实际配筋率ρ=0.002560.0052.0E+05162.50.17Moy/Bx=51.10.15Moy/Bx=45.1底板面筋计算弯矩选用373ψ=1.1-0.65ftk/(ρteσsk)=0.619ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=12320.18Moy/Bx=54.1实际配筋率ρ=0.003772.0E+05271.60.008取ρte=最小配筋率ρmin=0.00215122.5344柱上板带每延米弯矩My=0.5Moy/Bx=1.2My/(0.9fyho)=第3页，共12页钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=377.4/(0.87*941*2543)=N/mm2ρte=As/(0.5bh)=2543/(0.5*1000*1000)=0.010.011.1-0.65*2.01/(0.01*181.3)=(0.2ψ1.0)取ψ=0.3792.1*0.379*181.3*(1.9*25+0.08*18/0.01)/200000=0.138mm0.2mm满足要求!取ρte=181.3ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.005ψ=1.1-0.65ftk/(ρteσsk)=0.3792.0E+05第4页，共12页说明:采用修正经验系数法，按大柱帽无梁筏板计算。混凝土标号：C302.01N/mm2底板板厚h=400mm1.43N/mm2承台厚h=1000mm柱尺寸aXb=0.6X0.6m柱距：LxXLy(m)=9.3X8.05m承台尺寸AXB=2.5X2.5m迎水筋保护层C=50mm水位高于底板面3.5m背水钢筋保护层C=20mm2.5KN/m2计算裂缝C=25mm26.5KN/m2（扣除向下恒载）㈠.X向柱上板带承台边支座截面负弯矩计算：沿X向总弯矩标准值:Mox=qLy(Lx-C)2/8=26.5*8.05*(9.3-2.5)^2/8=1233KN*m0.5*1233/(8.05/2)=KN*m1.强度计算:底板底筋fy=300N/mm2ho=mm①④号筋每延米筋面积As=1.2*153.2/(0.9*300*342)=1990.9mm2实配Φ16@75实配As=2679mm2满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=N/mm2(按砼规表4.2.4取)地下室底板抗水板计算二.计算过程：一.基本资料：0.002153421.2Mx/(0.9fyho)=柱上板带每延米弯矩Mx=0.5Mox/By=最小配筋率ρmin=153.2混凝土强度标准值ftk=2.0E+05混凝土强度设计值ft=垫层重水净反力q=实际配筋率ρ=0.0067第5页，共12页σsk=Mk/(0.87hoAs)=153.2/(0.87*342*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*400)=0.010.0131.1-0.65*2.01/(0.013*192.2)=(0.2ψ1.0)取ψ=