地下室底板抗水板计算(2013.10.20)(添加了冲切和剪切)

1、 混凝土标号:C302.01N/mm2底板板厚 h1 =450mm 1.43N/mm2承台厚 h2 =800mm 0.6×0.6m柱距:Lx × Ly (m =8×8m水位高于底板顶面H=3.5m 承台尺寸A ×B = 2.75×2.75m3.6KN/m2迎水筋保护层 C = 50mm 40KN/m2(扣除向下恒载 背水钢筋保护层 C =20mm25KN/m2(扣除向下恒载 .承台边冲切计算:截面有效高度 ho 1=mm冲切锥计算截面的周长u m =2(A+ho1+B+ho1=2*(2.75*1000+391+2.75*1000+391=125

2、64mm截面高度影响系数h =系数 s =系数 1=0.4+1.2/s=0.4+1.2/2=系数 s =系数 2=0.5+s ho 1/(4 um =系数 =min(1, 2 =min(1,0.81=冲切净反力设计值F L =qAL =qL×L-(A+2ho1×(B+2ho1=40*8*8-(2.75+2*391/1000*(2.75+2*391/1000=KN1.00柱尺寸 a × b =水净反力设计值 q=三.冲切计算:3911.002二.基本参数:一.计算简图:0.81400.812061混凝土强度标准值f tk =底板上300厚垫层重 混凝土强度设计值f

3、t =水净反力准永久值 qj = 0.5+40*391/(4*12564= 冲切承载力 Fu=0.7*ft h um ho1=0.7*1.43*1*0.81*12564*391/1000= 满足要求!5360mm满足要求!mm2满足要求!截面有效高度 2mm剪切有效截面的面积 A0=Ly*ho2=mm 2截面高度影响系数 hs =(800/h01 1/4=1/4=剪切净反力设计值 V s =qAL1=qLy(Lx-a/2=40*8*(8-0.6/2=KN剪切承载力 Vu =0.7*ft hs A 0=0.7*1.43*1*5920000/1000=KN判断:V s =KN V u =KN 满足

4、要求!5926118459261184<=8*1000*740=5920000(800/8001.00 =0.465Mox=qLy(Lx-2A/32/8=40*8*(8-2*2.75/32/8=KN*ma.柱上板带跨中每延米Mx=0.18*1521/(8/2=KN*mb.跨中板带支座每延米Mx=0.17*1521/(8/2=KN*mc.跨中板带跨中每延米Mx=0.15*1521/(8/2=KN*mKN*mKN*m1.强度计算:底板面筋 fy =360N/mm2ho=mm号筋每延米筋面积As=Mx/(0.9fyho=68.4/(0.9*360*423=499mm 2实配 14150实配 A

5、s =1026mm 22.裂缝验算:构件受力特征系数 cr =1.9(按砼规表7.1.2-1取 钢筋弹性模量 Es=N/mm2(按砼规表4.2.5取sk =Mxk /(0.87hoAs=42.8/(0.87*423*1026=N/mm2te =As/(0.5bh=1026/(0.5*1000*450=<0.01取 te =0.011.1-0.65*2.01/(0.01*113.4=<0.2取 =0.21.9*0.2*113.4*(1.9*20+0.08*14/0.01/200000=0.032mm<0.2mm 满足要求! .X向承台柱边负弯矩计算:沿X向总弯矩设计值:Ly/2

6、=4>2.75Mox=qLy(Lx-2a/32/8 =40*8*(8-2*0.6/32/8=KN*m五.抗弯计算过程:0.20%64.6实际配筋率 = 0.15Mox/By=2310.442.868.4*25/40=0.17Mox/By=423152168.4113.40.005取 By=2.7557底板面筋计算设计弯矩选用Mx=1.1-0.65ftk /(te sk =max =cr sk (1.9C+0.08deq /te /Es=最小配筋率 min =底板面筋计算准永久弯矩选用Mxk=Mxqj /q=68.40.23%2.0E+05-0.0520.18Mox/By= 0.5*231

7、0.4/2.75=KN*m =0.43号筋每延米筋面积 As=190.1/(0.9*360*391=1500.6mm 2实配 18150实配 As =1696mm 2满足要求!2.裂缝验算:构件受力特征系数 cr =1.9(按砼规表7.1.2-1取 钢筋弹性模量 Es=N/mm2(按砼规表4.2.5取sk =Myk /(0.87hoAs=118.8/(0.87*391*1696=N/mm2te =As/(0.5bh=1696/(0.5*1000*450=<0.010.011.1-0.65*2.01/(0.01*205.9=(0.2<<1.0取 =0.4651.9*0.465*

8、205.9*(1.9*50+0.08*18/0.01/200000=0.217mm>0.2mm .Y向柱上板带承台边跨中弯矩及跨中板带弯矩计算:1. 沿Y向总弯矩设计值:Moy=qLx(Ly-2B/32/8=40*8*(8-2*2.75/32/8=KN*ma.柱上板带跨中每延米My=0.18*1521/(8/2=KN*mb.跨中板带支座每延米My=0.17*1521/(8/2=KN*mc.跨中板带跨中每延米My=0.15*1521/(8/2=KN*mMy=KN*m底板面筋计算准永久弯矩选用M yk =My q j /q=68.4*25/40=42.8KN*m1.强度计算:取 te =底板

9、面筋计算设计弯矩选用max =cr sk (1.9C+0.08deq/te /Es=15210.18Moy/Bx=68.40.00868.40.17Moy/Bx=64.60.15Moy/Bx=1.1-0.65ftk /(te sk =0.465实际配筋率 = 0.38%2.0E+05205.957420.1最小配筋率 min =0.20%My/(0.9fyho=承台每延米设计弯矩 Mx = 0.5Mox/By= 底板面筋 fy =360N/mm2ho=mm =0.2实配 As =2093mm 2满足要求!2.裂缝验算:构件受力特征系数 cr =1.9(按砼规表7.1.2-1取 钢筋弹性模量 Es=N/mm2(按砼规表4.2.5取sk =Mk /(0.87hoAs=262.6/(0.87*740*2093=N/mm2te =As/(0.5bh=2093/(0.5*1000*800=<0.010.011.1-0.65*2.01/(0.01*194.9=(0.2<<1.0取 =0.431.9*0.43*194