地下室底板抗水板計(jì)算書

1、地下室底板抗水板計(jì)算說明:采用修正經(jīng)驗(yàn)系數(shù)法，按大柱帽無梁筏板計(jì)算。混凝土標(biāo)號(hào)：底板板厚 h = 承臺(tái)厚 h =柱距：Lx X Ly (m) =承臺(tái)尺寸A X B = 迎水筋保護(hù)層 C = 背水鋼筋保護(hù)層 C =計(jì)算裂縫 C =二.計(jì)算過程：.X向柱上板帶承臺(tái)邊支座截面負(fù)彎矩計(jì)算：沿X向總彎矩標(biāo)準(zhǔn)值:101.8KN*mMox=qLy(Lx-C)2/8 =3*7.8*(7.8-1.9)2/8=柱上板帶每延米彎矩 Mx = 0.5Mox/By=0.5*101.8/(7.8/2)=13.11.強(qiáng)度計(jì)算:底板底筋 fy =360N/mm2號(hào)筋每延米筋面積 As=1.2Mx/(0.9fyho)=實(shí)配2.

2、裂縫驗(yàn)算:構(gòu)件受力特征系數(shù) cr=C30300mm800mm7.8X1.9X40mm15mm 20mm7.8m1.9m混凝土強(qiáng)度標(biāo)準(zhǔn)值ftk=2.01N/mm2混凝土強(qiáng)度設(shè)計(jì)值ft=1.43N/mm2柱尺寸 a X b =0.6X0.6m水位高于底板面0.85m墊層重水凈反力 q=3KN/m2KN/m2（扣除向下恒載）KN*mho=255mm190.3mm2滿足要求!min=1.2*13.1/(0.9*360*255)=最小配筋率 0.002實(shí)際配筋率 = 0.00209(按砼規(guī)表8.1.2-1取)10125實(shí)配 As =628mm22.1N/mm2鋼筋彈性模量 Es=2.1E+05(按砼規(guī)表

3、4.2.4取)第 1 頁，共 4 頁sk=Mk/(0.87hoAs)=13.1/(0.87*255*628)=628/(0.5*1000*300)=1.1-0.65*2.01/(0.01*94)=0.2940.004N/mm20.01-0.290.2取te=max=te=As/(0.5bh)=0.01取=0.2=1.1-0.65ftk/(crtesk)=sk(1.9C+0.08deq/te)/Es=2.1*0.2*94*(1.9*20+0.08*10/0.01)/210000mm滿足要求!=0.022mm1. 沿X向總彎矩標(biāo)準(zhǔn)值:.X向柱上板帶跨中彎矩及跨中板帶彎矩計(jì)算：Mox=qLy(Lx-

4、2C/3)2/8=3*7.8*(7.8-2*1.9/3)2/8=125KN*m=0.2mm196.5mm2min=1.強(qiáng)度計(jì)算:承臺(tái)底板底筋 fy =360N/mm2承臺(tái)每延米筋面積 As=1.2Mx/(0.9fyho)=實(shí)配2.裂縫驗(yàn)算:構(gòu)件受力特征系數(shù) cr=ho=7521.2*39.9/(0.9*360*752)=最小配筋率 0.002實(shí)際配筋率 = 0.00251(按砼規(guī)表8.1.2-1取)16100實(shí)配 As =2010mm22.1N/mm239.9/(0.87*752*2010)=2010/(0.5*1000*800)=鋼筋彈性模量 Es=2.1E+05sk=Mk/(0.87hoA

5、s)=(按砼規(guī)表4.2.4取)30.30.005N/mm20.01-3.2120.2取te=max=te=As/(0.5bh)=0.01取=0.2=1.1-0.65ftk/(crtesk)=1.1-0.65*2.01/(0.01*30.3)=mm0.2mm滿足要求!sk(1.9c+0.08deq/te)/Es=2.1*0.2*30.3*(1.9*20+0.08*16/0.01)/210000=0.01沿Y向總彎矩標(biāo)準(zhǔn)值:.Y向柱上板帶承臺(tái)邊支座截面負(fù)彎矩計(jì)算：Moy=qLx(Ly-C)2/8 =3*7.8*(7.8-1.9)2/8=101.8KN*m第 2 頁，共 4 頁柱上板帶每延米彎矩 M

6、y = 0.5Moy/Bx=0.5*101.8/(7.8/2)=1.強(qiáng)度計(jì)算:底板底筋 fy =360N/mm2號(hào)筋每延米筋面積 As=1.2My/(0.9fyho)=實(shí)配2.裂縫驗(yàn)算:構(gòu)件受力特征系數(shù) cr=13.1KN*mho=254mm191mm2min=1.2*13.1/(0.9*360*254)=最小配筋率 0.002實(shí)際配筋率 = 0.00502(按砼規(guī)表8.1.2-1取)1275實(shí)配 As =1507mm22.1N/mm213.1/(0.87*254*1507)=1507/(0.5*1000*300)=滿足要求!鋼筋彈性模量 Es=2.1E+05(按砼規(guī)表4.2.4取)39.30

7、.01N/mm20.01-2.2240.2取te=sk=Mk/(0.87hoAs)=max=te=As/(0.5bh)=0.01取=0.2=1.1-0.65ftk/(crtesk)=1.1-0.65*2.01/(0.01*39.3)=0.2mm滿足要求!sk(1.9C+0.08deq/te)/Es=2.1*0.2*39.3*(1.9*20+0.08*12/0.01)/210000=0.011mm1. 沿Y向總彎矩標(biāo)準(zhǔn)值:.Y向柱上板帶跨中彎矩及跨中板帶彎矩計(jì)算：Moy=qLx(Ly-2C/3)2/8=3*7.8*(7.8-2*1.9/3)2/8=a.柱上板帶跨中每延米My=0.18Moy/Bx

8、=b.跨中板帶支座每延米My=0.17Moy/Bx=c.跨中板帶跨中每延米My=0.15Moy/Bx=底板面筋計(jì)算彎矩選用1.強(qiáng)度計(jì)算:底板面筋 fy =300N/mm2號(hào)筋每延米筋面積As=1.2My/(0.9fyho)=實(shí)配2.裂縫驗(yàn)算:構(gòu)件受力特征系數(shù) cr=1255.85.44.8KN*mKN*mKN*mKN*m0.18*125/(7.8/2)=0.17*125/(7.8/2)=0.15*125/(7.8/2)=My=5.8ho=KN*m278mm1.2*5.8/(0.9*300*278)=最小配筋率 min=93mm2141500.00215實(shí)配 As =1026mm22.1N/mm

9、25.8/(0.87*278*1026)=1026/(0.5*1000*300)=實(shí)際配筋率 = 0.00342(按砼規(guī)表8.1.2-1取)(按砼規(guī)表4.2.4取)23.40.007N/mm20.01-4.4830.2鋼筋彈性模量 Es=2.0E+05sk=Mk/(0.87hoAs)=max=te=As/(0.5bh)=取te=0.01取=0.2=1.1-0.65ftk/(crtesk)=1.1-0.65*2.01/(0.01*23.4)=1.9sk(1.9C+0.08deq/te)/Es=2.1*0.2*23.4*(1.9*15+0.08*14/0.01)/200000=0.007mm.Y向

10、承臺(tái)根部負(fù)彎矩計(jì)算：沿Y向總彎矩標(biāo)準(zhǔn)值:取 Bx=151.6KN*m39.9mm1.9KN*mMoy=qLx(Ly-C)2/8 =3*7.8*(7.8-0.6)2/8=承臺(tái)每延米彎矩 My = 0.5Moy/Bx=0.5*151.6/1.9=1.強(qiáng)度計(jì)算:承臺(tái)底板底筋 fy =360N/mm2承臺(tái)每延米筋面積 As=1.2My/(0.9fyho)=實(shí)配2.裂縫驗(yàn)算:構(gòu)件受力特征系數(shù) cr=ho=7511.2*39.9/(0.9*360*751)=最小配筋率 min=196.8mm2滿足要求!181000.002實(shí)配 As =2543mm22.1實(shí)際配筋率 = 0.00318(按砼規(guī)表8.1.2-1取)第 3 頁，共 4 頁鋼筋彈性模量 Es=2.1E+05sk=Mk/(0.87hoAs)=N/mm2(按砼規(guī)表4.2.4取)240.006N/mm20.01-4.3440.2 取te=39.9/(0.87*751*2543)=2543/(0.5*1000*800)