港口码头沉箱计算

一、沉箱前面板、后面板

波浪力

极端高水位情况

波谷作用时p's0

p'd24.75

P0.624.75

p1.5l24.75

设计高水位情况

波谷作用时p's0

p'd20.86

P0.620.86

p1.5l20.86

设计低水位情况

波谷作用时p's0

p'd11.22

P0.611.22

p1.5l0

极端低水位情况

波谷作用时p's0

p'd8.97

P0.68.97

p1.5l0

1.承载力极限状态

前面板受由外向里的荷载作用

1.5l以下前面板受力p26.835 1.5l以上26.835

前面板受由里向外的荷载作用

贮仓压力作用 +波谷作用

1.5l以下p148.832 1.5l以上48.832

p248.832

l0214.364112.8881

2.正常使用极限状态

前面板受由外向里的荷载作用短暂状况1.5l以下前面板受力p 22.362 1.5l以上22.362

前面板受由里向外的荷载作用持久状况贮仓压力作用波谷作用时1.5l以下p123.522 1.5l以上23.522p223.522

l 02

14.3641

12.8881

1.5l以下

fc 15151515Y向

310

配筋计算M 35.999 6.267

19.78311.404

a s 60606060h 0

340340

αs =M/(α1f c bh 02)0.020*******.0036140540.0114086030.006576651ξ0.020*******.0036206080.0114744340.006598421Y s

0.9895095860.9981896960.9942627830.99670079A s =M/(f y Y s h 0)345.16846459.56484533188.7729457108.5546616每延米6根

fc 15

1515

15fy

310

1.5l以上配筋计算X向

M 63.76627.533

35.04150.102

a s 60606060h 0

340340

αs =M/(α1f c bh 02)0.0367742180.0158780770.020*******.028894028ξ0.037476460.0160061760.020*******.029323976Y s

0.981261770.9919969120.9897915570.985338012A s =M/(f y Y s h 0)

616.5482161263.3274141335.8907161482.426701支座跨中支座跨中受弯构件验算最大裂缝宽度

内侧钢筋

外侧钢筋

Mk30.71622.94429.20124.134

As13357701335770 X向ωmax=α1α2α3σsl/E s(c+d)/(0.30+1.4ρte)

1.5l以上α11111

α21111

α3 1.511 1.5

σsl=M k/(0.87h0A s)77.7823982100.734182173.94718985105.9586751

E s200000200000200000200000

c50505050

d1*******

ρte=A s/A te0.01110.00640.01110.0064

ωmax0.116461010.1026590390.0738124530.161975045

支座跨中支座跨中

内侧钢筋内侧钢筋外侧钢筋外侧钢筋Mk17.340 5.22216.485 5.493

As11305651335565 Y向ωmax=α1α2α3σsl/E s(c+d)/(0.30+1.4ρte)

α11111

α21111

α3 1.511 1.5

σsl=M k/(0.87h0A s)51.8780140831.2475411141.7465764532.86816836

E s200000200000200000200000

c50505050

d1*******

ρte=A s/A te0.00940.00470.01110.0047

ωmax0.0768257210.0308494830.0416705110.048674198

四、沉箱侧板

1.承载力极限状态

侧板受由外向里的荷载作用

1.5l以下侧板受力p26.835 1.5l以上26.835

侧板受由里向外的荷载作用

贮仓压力作用 +波谷作用

1.5l以下p148.832 1.5l以上48.832

p248.832

l0221.622519.8025

2.正常使用极限状态

前面板受由外向里的荷载作用短暂状况1.5l以下

前面板受力p 22.362 1.5l以上22.362

前面板受由里向外的荷载作用持久状况贮仓压力作用1.5l以下p123.522 1.5l以上23.522p223.522

l 02

21.6225

19.8025

1.5l以下

fc 15151515Y向

310310310310

配筋计算M 55.3129.629

30.39617.522

a s 60606060h 0

290290

αs =M/(α1f c bh 02)0.0438465670.0076328650.024*******.013889857ξ0.0448524380.007662220.024*******.013987684Y s

0.9775737810.996168890.9878037950.993006158A s =M/(f y Y s h 0)

629.3809803107.5182458342.2806043196.2787947fc 15151515fy

310310310310

1.5l以上

配筋计算X向

M 95.98941.445

52.74875.420

a s 60606060h 0

290290

αs =M/(α1f c bh 02)0.0760909080.0328539230.0418140840.059785713ξ0.079229570.0334121080.0427268770.061688446Y s

0.9603852150.9832939460.9786365620.969155777A s =M/(f y Y s h 0)

1111.769778468.847316599.5545639865.6281877支座跨中支座跨中

受弯构件验算最大裂缝宽度内侧钢筋内侧钢筋外侧钢筋外侧钢筋Mk46.23734.53843.95736.329

As154077018371272 X向ωmax=α1α2α3σsl/E s(c+d)/(0.30+1.4ρte)

1.5l以上α11111

α21111

α3 1.511 1.5

σsl=M k/(0.87h0A s)119.0009091177.780969294.84232435113.2005503

E s200000200000200000200000

c50505050

d1*******

ρte=A s/A te0.01280.00640.01530.0106

ωmax0.1796428440.1811780580.0958952050.183370222

支座跨中支座跨中

内侧钢筋内侧钢筋外侧钢筋外侧钢筋Mk26.6438.02425.3308.440

As11305651335565 Y向ωmax=α1α2α3σsl/E s(c+d)/(0.30+1.4ρte)

α11111

α21111

α3 1.511 1.5

σsl=M k/(0.87h0A s)93.453460356.2895649575.2026093259.20897555

E s200000200000200000200000

c50505050

d1*******

ρte=A s/A te0.00940.00470.01110.0047

ωmax0.1383944560.05557250.0750655850.087682082