地下室抗浮底板计算书(解锁板)

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=450mm1.43N/mm2承台厚h=1000mm柱尺寸aXb=0.6X0.6m柱距：LxXLy(m)=8X8m承台尺寸AXB=1.4X1.4m迎水筋保护层C=50mm水位高于底板面4m背水钢筋保护层C=20mm2.5KN/m2计算裂缝C=25mm30.8KN/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=30.8*8*(8-1.4)^2/8=1341.6KN*m0.5*1341.6/(8/2)=KN*m1.强度计算:底板底筋fy=360N/mm2ho=mm①④号筋每延米筋面积As=1.2*167.7/(0.9*360*392)=1584.5mm2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：0.0023921.2Mx/(0.9fyho)=柱上板带每延米弯矩Mx=0.5Mox/By=最小配筋率ρmin=167.7混凝土强度标准值ftk=2.1E+05混凝土强度设计值ft=垫层重水净反力q=实际配筋率ρ=0.00595第1页，共12页σsk=Mk/(0.87hoAs)=167.7/(0.87*392*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*450)=0.010.0121.1-0.65*2.01/(0.012*183.6)=(0.2ψ1.0)取ψ=0.5072.1*0.507*183.6*(1.9*25+0.08*16/0.012)/210000=0.144mm0.2mm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=30.8*8*(8-2*1.4/3)^2/8=KN*ma.柱上板带跨中每延米Mx=0.18*1538/(8/2)=KN*mb.跨中板带支座每延米Mx=0.17*1538/(8/2)=KN*mc.跨中板带跨中每延米Mx=0.15*1538/(8/2)=KN*mMx=69.2KN*m1.强度计算:底板面筋fy=360N/mm2ho=mm③号筋每延米筋面积As=1.2Mx/(0.9fyho)=1.2*69.2/(0.9*360*422)=607mm2实配φ16@150实配As=1340mm2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)=69.2/(0.87*422*1340)=N/mm2ρte=As/(0.5bh)=1340/(0.5*1000*450)=0.01取ρte=0.011.1-0.65*2.01/(0.01*140.7)=0.2取ψ=0.22.1*0.2*140.7*(1.9*20+0.08*16/0.01)/210000=0.047mm0.2mm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=41.41.4Mox=qLy(Lx-C)2/8=30.8*8*(8-0.6)^2/8=KN*m0.5*1686.6/1.4=KN*m1.强度计算:承台底板底筋fy=360N/mm2ho=mm承台每延米筋面积As=1.2*602.4/(0.9*360*942)=2368.5mm2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)=602.4/(0.87*942*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*1000)=0.010.011.1-0.65*2.01/(0.01*274.4)=(0.2ψ1.0)取ψ=0.6242.1*0.624*274.4*(1.9*25+0.08*16/0.01)/210000=0.301mm0.301mm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=30.8*8*(8-1.4)^2/8=1341.6KN*m0.15Mox/By=ωmax=αcrψσsk(1.9c+0.08deq/ρte)/Es=0.171最小配筋率ρmin=57.7ψ=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=2.1E+051.2Mx/(0.9fyho)=140.70.0060.002取By=183.6底板面筋计算弯矩选用实际配筋率ρ=最小配筋率ρmin=0.0120.507422153869.265.4取ρte=ψ=1.1-0.65ftk/(ρteσsk)=0.624实际配筋率ρ=0.002682.1E+05274.4取ρte=1686.60.0059420.002980.002602.4第2页，共12页0.5*1341.6/(8/2)=KN*m1.强度计算:底板底筋fy=360N/mm2ho=mm②⑥号筋每延米筋面积As=1.2*167.7/(0.9*360*392)=1584.5mm2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)=167.7/(0.87*392*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*450)=0.010.0121.1-0.65*2.01/(0.012*183.6)=(0.2ψ1.0)取ψ=0.5072.1*0.507*183.6*(1.9*25+0.08*16/0.012)/210000=0.144mm0.2mm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=30.8*8*(8-2*1.4/3)^2/8=KN*ma.柱上板带跨中每延米My=0.18*1538/(8/2)=KN*mb.跨中板带支座每延米My=0.17*1538/(8/2)=KN*mc.跨中板带跨中每延米My=0.15*1538/(8/2)=KN*mMy=69.2KN*m1.强度计算:底板面筋fy=360N/mm2ho=mm⑤号筋每延米筋面积As=1.2My/(0.9fyho)=1.2*69.2/(0.9*360*422)=607mm2实配φ16@150实配As=1340mm2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)=69.2/(0.87*422*1340)=N/mm2ρte=As/(0.5bh)=1340/(0.5*1000*450)=0.01取ρte=0.011.1-0.65*2.01/(0.01*140.7)=0.2取ψ=0.22.1*0.2*140.7*(1.9*20+0.08*16/0.01)/210000=0.047mm0.2mm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=41.41.4Moy=qLx(Ly-C)2/8=30.8*8*(8-0.6)^2/8=KN*m0.5*1686.6/1.4=KN*m1.强度计算:承台底板底筋fy=360N/mm2ho=mm承台每延米筋面积As=1.2*602.4/(0.9*360*942)=2368.5mm2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)1.2My/(0.9fyho)=柱上板带每延米弯矩My=0.5Moy/Bx=最小配筋率ρmin=0.002167.73920.012取ρte=ψ=1.1-0.65ftk/(ρteσsk)=0.507实际配筋率ρ=0.005952.1E+05183.60.17Moy/Bx=65.40.15Moy/Bx=57.7ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=15380.18Moy/Bx=69.2实际配筋率ρ=0.002980.0062.1E+05140.7底板面筋计算弯矩选用422最小配筋率ρmin=0.002实际配筋率ρ=ψ=1.1-0.65ftk/(ρteσsk)=0.171ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.00268取Bx=1686.61.2My/(0.9fyho)=承台每延米弯矩My=0.5Moy/Bx=602.4942最小配筋率ρmin=0.002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)=602.4/(0.87*942*2679)=N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*1000)=0.010.011.1-0.65*2.01/(0.01*274.4)=(0.2ψ1.0)取ψ=0.6242.1*0.624*274.4*(1.9*25+0.08*16/0.01)/210000=0.301mm0.301mm满足要求!取ρte=274.4ωmax=αcrψσsk(1.9C+0.08deq/ρte)/Es=0.005ψ=1.1-0.65ftk/(ρteσsk)=0.6242.1E+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)混凝土强度设计值ft=垫层重水净反力q=实际配筋率ρ=0.00672.0E+05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=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=0.5772.1*0.577*192.2*(1.9*25+0.08*16/0.013)/2000