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：C30 2.01N/mm 2
底板板厚 h = 450mm 1.43N/mm 2承台厚 h =
1000mm
柱尺寸 a X b =
0.6
X
0.6
m
柱距：Lx X Ly (m) =
8X 8
m 承台尺寸A X B = 1.4X 1.4m
迎水筋保护层 C = 50mm 水位高于底板面4m
背水钢筋保护层 C =
20mm 2.5KN/m 2
计算裂缝 C =
25mm
30.8KN/m 2
（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*m 0.5*1341.6/(8/2)=KN*m
1.强度计算:
底板底筋 fy =
360N/mm 2
ho=mm
①④号筋每延米筋面积 As= 1.2*167.7/(0.9*360*392)=1584.5mm 2实配φ
16@75
实配 As =2679mm 2
满足要求!
2.裂缝验算:
构件受力特征系数 α
cr =
2.1
(按砼规表8.1.2-1取)钢筋弹性模量 Es=N/mm 2
(按砼规表4.2.4取)
σ
sk =M k /(0.87hoA s)=
167.7/(0.87*392*2679)=
N/mm 2
地下室底板抗水板计算
二.计算过程：
一.基本资料：
0.002
3921.2Mx/(0.9fyho)=
柱上板带每延米弯矩 Mx = 0.5Mox/By=最小配筋率 ρ
min =
167.7
混凝土强度标准值f tk =183.6
2.1E+05
混凝土强度设计值f t =垫层重水净反力 q=实际配筋率 ρ=
0.00595
ρte =As/(0.5bh)=2679/(0.5*1000*450)=>0.010.0121.1-0.65*2.01/(0.012*183.6)=
(0.2<ψ<1.0)
取ψ=0.507
2.1*0.507*18
3.6*(1.9*25+0.08*16/0.012)/210000
=0.144mm
<
0.2
mm 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*m a.柱上板带跨中每延米Mx=0.18*1538/(8/2)=KN*m
ψ=0.2
承台底板底筋 fy =
360N/mm 2
ho=mm
承台每延米筋面积 As= 1.2*602.4/(0.9*360*942)=2368.5mm 2实配φ
16@75
实配 A s =2679mm 2
满足要求!
2.裂缝验算:
构件受力特征系数 α
cr =
2.1
(按砼规表8.1.2-1取)钢筋弹性模量 Es=N/mm 2
(按砼规表4.2.4取)
σ
sk =M k /(0.87hoAs)=
602.4/(0.87*942*2679)=N/mm 2ρte =As/(0.5bh)=
2679/(0.5*1000*1000)=
<0.010.011.1-0.65*2.01/(0.01*274.4)=
(0.2<ψ<1.0)
取ψ=0.624
2.1*0.624*274.4*(1.9*25+0.08*16/0.01)/210000
=0.301mm
<
0.301
mm 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*m
0.5*1341.6/(8/2)=
KN*m
1.强度计算:
ωmax =α
cr ψ
σsk (1.9c+0.08d eq /ρte )/Es=
最小配筋率 ρ
min =
ψ=1.1-0.65f tk /(ρ
te σsk )=
柱上板带每延米弯矩 My = 0.5Moy/Bx=ωmax =α
cr ψ
σsk (1.9C+0.08d eq /ρte )/Es=
0.18Mox/By=1.2Mx/(0.9fyho)=
167.7
0.002
0.0120.507
153869.2 取ρ
te =
ψ=1.1-0.65f tk /(ρ
te σsk )=
0.624
实际配筋率 ρ= 0.002682.1E+05
274.4 取ρ
te =
0.005
942
底板底筋 fy =
360N/mm 2
ho=mm
②⑥号筋每延米筋面积 As= 1.2*167.7/(0.9*360*392)=1584.5mm 2实配φ
16@75
实配 As =2679mm 2
满足要求!
2.裂缝验算:
构件受力特征系数 α
cr =
2.1
(按砼规表8.1.2-1取)钢筋弹性模量 Es=N/mm 2
(按砼规表4.2.4取)
σ
sk =M k /(0.87hoA s)=
167.7/(0.87*392*2679)=N/mm 2ρte =As/(0.5bh)=
2679/(0.5*1000*450)=
>0.010.0121.1-0.65*2.01/(0.012*183.6)=
(0.2<ψ<1.0)
取ψ=0.507
2.1*0.507*18
3.6*(1.9*25+0.08*16/0.012)/210000
=0.144mm
<
0.2
mm 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*m a.柱上板带跨中每延米My=0.18*1538/(8/2)=KN*m b.跨中板带支座每延米My=0.17*1538/(8/2)=KN*m c.跨中板带跨中每延米My=0.15*1538/(8/2)=KN*m
My=
69.2KN*m 1.强度计算:
底板面筋 fy =
360N/mm 2
ho=
mm
⑤号筋每延米筋面积As=1.2My/(0.9fyho)=
1.2*69.2/(0.9*360*422)=607mm 2实配φ
16@150
实配 As =1340mm 2
满足要求!
2.裂缝验算:
构件受力特征系数 α
cr =
2.1
(按砼规表8.1.2-1取)钢筋弹性模量 Es=N/mm 2
(按砼规表4.2.4取)σ
sk =M k /(0.87hoAs)=
69.2/(0.87*422*1340)=N/mm 2ρte =As/(0.5bh)=
1340/(0.5*1000*450)=
<0.01取ρ
te =0.011.1-0.65*2.01/(0.01*140.7)=
<0.2
取ψ=0.2
2.1*0.2*140.7*(1.9*20+0.08*16/0.01)/210000
=0.047mm
<0.2
mm 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>
1.4
1.4Moy=qLx(Ly-C)2/8 =30.8*8*(8-0.6)^2/8=
KN*m 0.5*1686.6/1.4=
KN*m
1.强度计算:
承台底板底筋 fy =
360N/mm 2
ho=mm
承台每延米筋面积 As= 1.2*602.4/(0.9*360*942)=2368.5mm 2实配φ
16@75
实配 As =2679mm 2
满足要求!
2.裂缝验算:
构件受力特征系数 α
cr =
2.1
(按砼规表8.1.2-1取)钢筋弹性模量 Es=N/mm 2
(按砼规表4.2.4取)
σ
sk =M k /(0.87hoAs)=
602.4/(0.87*942*2679)=N/mm 2ρte =As/(0.5bh)=
2679/(0.5*1000*1000)=
<0.01
0.01
1.2My/(0.9fyho)=
最小配筋率 ρ
min =
0.002
3920.012
取ρ
te =
ψ=1.1-0.65f tk /(ρ
te σsk )=
0.507
实际配筋率 ρ= 0.005952.1E+05
183.60.17Moy/Bx=65.40.15Moy/Bx=
57.7
ωmax =α
cr ψ
σsk (1.9C+0.08deq/ρte )/Es=
15380.18Moy/Bx=69.2实际配筋率 ρ= 0.00298
0.006
2.1E+05
140.7底板面筋计算弯矩选用
422
最小配筋率 ρ
min =
0.002
实际配筋率 ρ= ψ=1.1-0.65f tk /(ρ
te σsk )=
0.171
ωmax =α
cr ψ
σsk (1.9C+0.08d eq /ρte )/Es=
0.00268取 Bx=
1686.6
1.2My/(0.9fyho)=
承台每延米弯矩 My = 0.5Moy/Bx=602.4
取ρ
te =
274.4942
0.005
最小配筋率 ρ
min =
2.1E+05
0.002
1.1-0.65*
2.01/(0.01*274.4)=
(0.2<ψ<1.0)取ψ=0.624
2.1*0.624*274.4*(1.9*25+0.08*16/0.01)/210000
=0.301mm
<
0.301
mm 满足要求!
ωmax =α
cr ψ
σsk (1.9C+0.08d eq /ρte )/Es=
ψ=1.1-0.65f tk /(ρte σsk )=
0.624