1.73
0.2h0
h0
2.116
m 1.72 -0.48
0.4232 m 取 取 1.72 m 0.4232 m
ax 2.2-0.96/2 =
a y 0-0.96/2 =
m < 2.116 m m < 0.4232 m
x ax / h0 0.812854442
y a y / h0 0.2
4510 kN < 11848
bp
0.96 10385 kN 15428 kN 10385 kN 余 130.3 %
0 Fld 0.6 ftd h0 [ px (bp h0 ) 0.667 (2bx a x )]
或: 0 Fld 0.6 ftd h0 [ py (bp h0 ) 0.667 (2by a y )]
1.1×2×4100 =
9020 kN 0.21175062 0.812854442 > 0.5 取 > 9020kN 0.812854442 余 84.6 %
P 100 100 As / bh0 100×0.035397/(7.9×2.116)=
m axi / h0
(2.2-0.96/2)/2.116= 16650 kN
0 Did 0 nNid / sin 1
1.1×2×4100/sin40.0487°=
14018 kN m
t b sin 1 ha cos1 0.96×sin40.0487°+0.726×cos40.0487= 1.173
As=(π ×32×32/4/1000000)(19/7.9×6.1)×3=
px
0.8 x 0.2
0.78984696
py
0.8 y 0.2
2
0.6 ftd h0 [ px (by a y / 2) py (bx ax )]
11848
kN 余 162.7 %
0 Fld 1.1×4100 =
b、边桩
0.9 104 (2 0.6 P ) f cu ,k bs h0 m
⑤、冲剪承载力检算
a、角桩 公式: 0 Fld 0.6 ftd h0 [ px (by a y / 2) py (bx ax )]
by bx (7.9-1×5.4+0.96)/2 =
14.4
取 f cd , s ∴ tbs f cd , s ③、系杆抗拉承载力检算
10.4
MPa 74415 kN >14018kN 富余430.9 %
1.173×6.1×10.4×1000 =
公式: 0Tid f sd As
0Tid
1.1×9756= 10731.6 kN 9911 kN < 10731.6kN 不足 -7.6 %
0 Fld
4510 kN
<
3)、详细计算过程(见下页） ①、基本数据输出 3D=3×1.2=3.6 M < 5.4 M ∴承台截面计算宽度 bs = 桩的支撑宽度 b = 0.8×1.2 = bs=7.9-(5.4-3D)(n-1) 6.1 m 0.96 m
当外排桩中心距墩台身边缘等于或小于承台高度时，承台短悬臂可按“撑杆—系杆体系”计算: h0= 2.116 ha=s+6d= 0.726 θ 单位 MPa
f sd As 280000×0.035397=
④、斜截面抗剪承载力检算
公式: 0Vd 0.9 104 (2 0.6 P) f cu ,k bs h0 / m
公式: 0Vd 0.9 104 (2 0.6 P) f cu ,k bs h0 / m
0Vd 0 nNid
1
s= 0.534 a=0.15×h0= 0.3174 0.69898 rad = 40.0487 ° Ec 3.00E+04 Es 2.00E+05
= tan-1[h0/(a+x1)] =
f cd
13.8
f cu , k
30
ftd
1.39
f sd
280
②、撑杆抗压承载力检算
公式: 0 Did tbs 9756 kN
Tid nNid / tan 1 2×4100/tan40.0487°=
1 (
f cd ,s
Tid 0.002) cot 2 i As Es
f cu ,k 1.43 3041
10.4
0.00478127
MPa <=
0.48 f cu ,k