Z1水深d波长L（m）（m）（m）2529.618802528.518502525.037602523.43760Z2Pmax（m）(KN)30.5073502.610473256970.129.4763037.610497257459.1—26.06526.0651047924.53424.53410448MmaxPuMu(KN·M)(KN)(KN·M)——10251202501-1164-574.5104686——7159.1196137-1172-578.3113039———172724-1216-600159346-1381-681.7胸墙整体沉箱胸墙高设位整体水计沉箱胸墙位水低计设整体胸墙位水低端极整体高极位水端大尺度桩柱波浪力
1、极端高水位
水深d = -(底面高程) + 极端高水位
=25.0+4.61=29.61波长L =88m
a、胸墙
如果桩基为矩形体, 折算半径D为:
4ab4*14.00D==(
pm
*π
12.71
)1/2=
15.052m
本工程 D=15.052mD / L=15.052/88=0.171查表惯性力系数 CM=1.95Z1 =25.0+0.00=25.00mH / d=6.90/29.61=0.233查表ηmax / H=0.63o
ωt=270 Z2 =d+ηmax-H/2=29.61+0.13*6.9=30.51m⑴、最大总波浪力 Pmax、最大总波浪力矩 Mmax
PImax=CM=
gAH2K2*
126.9
2
*
6.9
*
0.3481
=
3045.7KN
1.95
10.25
shK2=sh
=
===
2π*30.512π*25.00
-sh
88.088.0
2π*29.61ch
88.0
sh(2.1782)-sh(1.785)
ch(2.1141)
4.3586-2.8959
4.2020.3481
2pZ22pZ1-shLL2pdchLMImax=CM=
gAHLK44p10.251.95
*126.9
*6.94π*88.0
*0.0727=M8914.1KN·
K4=12pdchLé2p(Z2-Z1)2pZ2æ2pZ22pZ1öùsh-ch-chç÷úêLLLLèøûëK4==
ch
12π*29.61
88.0
2pZ1öù1é2p(Z2-Z1)2pZ2æ2pZ2sh-ch-chç÷ú2pdêLLLLèøûëchL2π*[2π(30.51-25.0088.0
)sh2π*30.51
88.0sh(2.1782)(
-)
))
30.5188.02π*25.00
88.0
)]
-=
1
ch(2.1141
)
[
(ch-ch
2π*5.51
88.0-(ch(2.1782
ch(1.785
-
]
==
14.20160.0727
[0.3932*4.3586-4.47183.0637)]
Pmax =PImaxMmax =MImax
==3045.7KN
M8914.1KN·
群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1Mmax =KnMmax=1
*
*1.151.15**3045.78914.1==3502.6KN10251KN·M
⑵、考虑波浪浮托力作用
由于两者结合紧密，故不考虑浮托力作用。b、整体
如果桩基为矩形体, 折算半径D为:
4ab4*12.95D==(
p*π
12.71
)1/2=
14.476m
1.96
本工程 D=14.476mD / L=14.476/88=0.1645查表惯性力系数 CM=Z1 =0.00m
⑴、计算沉箱部分的最大总波浪力 Pmax、最大总波浪力矩 Mmax
取 Z2 =25.00m
PImax=CM=
gAH2K2*
126.9
2
*
6.9
*
0.6892
=
6061
KN
1.96
10.25
shK2=sh
=
===
2π*25.002π*0.00
-sh
88.088.0
2π*29.61ch
88.0
sh(1.785)-sh(0)
ch(2.1141)2.8959-0
4.2020.6892
2pZ22pZ1-shLL2pdchLMImax=CMgAHLK44pMImax=CM=
gAHLK44p10.25*
126.9
*6.94π*
88.0
*
0.7391
=
91031
KN·M
1.96
K4==
ch
12π*29.61
88.0
2pZ1öù1é2p(Z2-Z1)2pZ2æ2pZ2sh-ch-chç÷ú2pdêLLLLèøûëchL2π*[2π(25.00-0.0088.0
)sh2π*25.00
88.0sh(1.785)(
-ch(
-)0
1))
25.0088.02π*0.00
88.0
)]
-=
1
ch(2.1141
)
[
(ch-ch
2π*25.00
88.0-(ch(1.785
])]
==
14.20160.7391
[1.785*2.8959-3.0637
Pmax =PImaxMmax =MImax
==
606191031KNKN·M
群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1Mmax =KnMmax=1
*
*1.151.15**606191031==6970.1KN104686KN·M
⑵、整体的最大总波浪力 Pmax、最大总波浪力矩 Mmax
Pmax =沉箱Pmax + 胸墙 Pmax=6970.1+3502.6Mmax =沉箱Mmax + 胸墙换算 Mmax
=104686+ (10251/3502.6+25.00)⑶、考虑波浪浮托力作用
浮托力2=*
104733502.6
KN=
M202501KN·
浮托力矩
gHDch(2pz/L)(f2sinwt-f0coswt)4ch(2pd/L)gHD3ch(2pz/L)Mu=(f3sinwt+f1coswt)32ch(2pd/L)Pu=D=14.476mωt=270oz =0.00m
D / L=14.476/88f0 =-0.25f1 =1.45f2 =1.32f3 =0.3610.25*6.9*14.4762
4
*[)-1.32sin(270
1
*[-1.323705.4*
4.2016
-1164KN10.25*6.9*14.4763
32
*[)+0.36sin(270
=0.1645
Pu=
ch(2π*0.00
ch(2π*29.61
)]-0.25cos(270*-(0.000)
]
/
/8888))
==Mu=
*
ch(2π*0.00ch(2π*29.61
)]1.45cos(270
/
/8888))
==Pmax =Mmax =
2、设计高水位
14.2016
-574.5KN·M6705.2
*
*[-0.36+(0.000)]
KN
KN·M
水深d = -(底面高程) + 设计高水位
=25.0+3.51=28.51波长L =85m
a、胸墙
如果桩基为矩形体, 折算半径D为:
4ab4*14.00D==(
pm
*π12.71
)1/2=
15.052m
本工程 D=15.052mD / L=15.052/85=0.1771查表惯性力系数 CM=1.94Z1 =25.0+0.00=25.00mH / d=6.90/28.51=0.242查表ηmax / H=0.64o
ωt=270 Z2 =d+ηmax-H/2=28.51+0.14*6.9=29.48m⑴、最大总波浪力 Pmax、最大总波浪力矩 Mmax
PImax=CM=
gAH2K2*
126.9
2
*
6.9
*
0.3035
=
2641.4KN
1.94
10.25
shK2=sh
=
===
2π*29.482π*25.00
-sh
85.085.0
2π*28.51ch
85.0
sh(2.1789)-sh(1.848)
ch(2.1075)4.3615-3.0948
4.1740.3035
2pZ22pZ1-shLL2pdchLMImax=CM=
gAHLK44p10.25*
126.9
*4π6.9
*
85.0
*
0.0529
=
M6225.3KN·
1.94
K4==
ch
12π*28.5185.0
2pZ1öù1é2p(Z2-Z1)2pZ2æ2pZ2sh-ch-chç÷ú2pdêLLLLèøûëchL2π*[2π(29.48-25.0085.0)sh2π*29.48
85.0sh(2.1789
)
29.4885.02π*25.00
85.0
)]
-=
1
ch(2.1075
)
[
(ch-ch
2π*4.48
85.0
-(ch(2.1789
)-ch(1.848
))]
=14.1744[
0.3309
*
4.3615
-
(
4.4747-
3.2523)]
=
0.0529
Pmax =PImax=2641.4KN
Mmax =MImax
=6225.3KN·
M群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1*
1.15*2641.4=3037.6KNMmax =KnMmax=1
*1.15*6225.3=7159.1KN·M
⑵、考虑波浪浮托力作用
由于两者结合紧密，故不考虑浮托力作用。b、整体
如果桩基为矩形体, 折算半径D为:
D=4ab=(
4*12.95*12.71
1/2pπ
)=
14.476m
本工程 D=14.476mD / L=14.476/85=0.1703查表惯性力系数 CM=1.95
Z1 =0.00m
⑴、计算沉箱部分的最大总波浪力 Pmax、最大总波浪力矩 Mmax取 Z2 =25.00m
PImax=CgAHM2K2=
1.95
10.25
*
126.9
*
6.9
2
*
0.7414
=
6486.2KN
sh2pZ22pZ1K2=L-shLch2pdLsh
2π*25.002π*0.00
=
85.0-sh
85.0
ch
2π*28.5185.0
=sh(1.848)-sh(0)
ch(2.1075)
=3.0948-0
4.174=
0.7414
MgAHLImax=CM4pK4=
1.95
10.25*
126.9
*6.9
*
85.0
4π*
0.8305
=
98295
K1é2p(Z2-Z1)2pZ2æ22pZ1öù4=ch2pdêëLshL-çèchpZ2L-chL÷øúû1L[2π(25.00-0.00)2π*=
ch
2π*28.51
85.0
sh25.0085.0
85.0
KN·M
-=
1
ch(2.1075)[
(ch
2π*25.00
85.0sh(1.848)(
-ch(
-)0
-ch
2π*0.00
85.0
)]
2π*25.00
85.0-(ch(1.848
))1
])]
==
14.17440.8305
[1.848*3.0948
-3.2523
Pmax =PImaxMmax =MImax
==6486.2KN
M98295KN·
群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1Mmax =KnMmax=1
*
*1.151.15**6486.298295==7459.1KN113039KN·M
⑵、整体的最大总波浪力 Pmax、最大总波浪力矩 Mmax
Pmax =沉箱Pmax + 胸墙 Pmax=7459.1+3037.6Mmax =沉箱Mmax + 胸墙换算 Mmax
=113039+ (7159.1/3037.6+25.00)⑶、考虑波浪浮托力作用浮托力2=*
104973037.6
KN=
M196137KN·
浮托力矩
gHDch(2pz/L)(f2sinwt-f0coswt)4ch(2pd/L)gHD3ch(2pz/L)Mu=(f3sinwt+f1coswt)32ch(2pd/L)Pu=D=14.476mωt=270oz =0.00m
D / L=14.476/85f0 =-0.25f1 =1.45f2 =1.32f3 =0.3610.25*6.9*14.4762
4
*[)-1.32sin(270
1
*[-1.323705.4*
4.1744
-1172KN10.25*6.9*14.4763
32
*[)+0.36sin(270
1
*[-0.366705.2*
4.1744
-578.3KN·M
=0.1703
Pu=
ch(2π*0.00
ch(2π*28.51
)]-0.25cos(270*-(0.000)
]
/
/8585))
==Mu=
*
ch(2π*0.00ch(2π*28.51
)]1.45cos(270
(0.000)
]
/
/8585))
==Pmax =Mmax =
3、设计低水位
+
KNKN·M
水深d = -(底面高程) + 设计低水位
=25.0+0.03=25.03
m
波长L =
a、胸墙
76m
Z1 =25.0+0.00=25.00mH / d=6.90/25.03=0.2757查表ηmax / H=0.65o
ωt=270 Z2 =d+ηmax-H/2=25.03+0.15*6.9=26.07m因为 Z2(26.07)＞Z1(25.00)所以 胸墙不受波浪力。
b、整体
如果桩基为矩形体, 折算半径D为:
4ab4*12.95D==(
p*π
12.71
)1/2=
14.476m
1.92
本工程 D=14.476mD / L=14.476/76=0.1905Z1 =0.00mo
ωt=270 Z2 =26.07m
⑴、最大总波浪力 Pmax、最大总波浪力矩 Mmax
查表惯性力系数 CM=
PImax=CM=
gAH2K2*
126.9
2
*
6.9
*
1.0578
=
9112.6KN
1.92
10.25
shK2=sh
=
===
2π*26.072π*0.00
-sh
76.076.0
2π*25.03ch
76.0
sh(2.1549)-sh(0)
ch(2.0693)
4.2555-0
4.0231.0578
2pZ22pZ1-shLL2pdchLMImax=CM=
gAHLK44p10.25*
126.9
*4π6.9
*
76.0
*
1.4414
=
M150195KN·
1.92
K4==
ch
12π*25.03
76.0
2pZ1öù1é2p(Z2-Z1)2pZ2æ2pZ2sh-ch-chç÷ú2pdêLLLLøûèëchL2π*[2π(26.07-0.0076.0
)sh2π*26.07
76.0sh(2.1549)(
-ch(
-)0
1))
26.0776.02π*0.00
76.0
)]
-=
1
ch(2.0693
)
[
(ch-ch
2π*26.07
76.0-(ch(2.1549
])]
=
14.0228
[2.1549
*4.2555-4.3714
=1.4414Pmax =PImaxMmax =MImax
==
9112.6KN
M150195KN·
群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1Mmax =KnMmax=1⑵、考虑波浪浮托力作用浮托力2*
*1.151.15**9112.6150195==10479KN172724KN·M
浮托力矩
gHDch(2pz/L)(f2sinwt-f0coswt)4ch(2pd/L)gHD3ch(2pz/L)Mu=(f3sinwt+f1coswt)32ch(2pd/L)Pu=D=14.476mωt=270oz =0.00m
D / L=14.476/76f0 =-0.25f1 =1.45f2 =1.32f3 =0.3610.25*6.9*14.4762
4*[)-1.32sin(270
1
*[-1.323705.4*
4.0228
-1216KN10.25*6.9*14.4763
32
*[)+0.36sin(270
1
*[-0.366705.2*
4.0228
-600KN·M
=0.1905
Pu=
ch(2π*0.00
ch(2π*25.03)]-0.25cos(270*-(0.000)
]
/
/7676))==Mu=
*
ch(2π*0.00ch(2π*25.03
)]1.45cos(270
(0.000)
]
/
/7676))
==Pmax =Mmax =
4、极端低水位
+
KNKN·M
水深d = -(底面高程) + 极端低水位
=25.0+-1.57=23.43波长L =76m
a、胸墙
m
Z1 =25.0+0.00=25.00mH / d=6.90/23.43=0.2945查表ηmax / H=0.66o
ωt=270 Z2 =d+ηmax-H/2=23.43+0.16*6.9=24.53m因为 Z2(24.53)≤Z1(25.00)所以 胸墙不受波浪力。
b、整体
如果桩基为矩形体, 折算半径D为:
4ab4*12.95D==(
p*π
12.71
)1/2=
14.476m
本工程 D=14.476m
D / L=14.476/76=0.1905Z1 =0.00mo
ωt=270 Z2 =24.53m
⑴、最大总波浪力 Pmax、最大总波浪力矩 Mmax
查表惯性力系数 CM=
1.92
PImax=CM=
gAH2K2*
126.9
2
*
6.9
*
1.0547
=
9085.6KN
1.92
10.25
shK2=sh
=
===
2π*24.532π*0.00
-sh
76.076.0
2π*23.43ch
76.0
sh(2.0283)-sh(0)
ch(1.937)
3.7348-0
3.5411.0547
2pZ22pZ1-shLL2pdchLMImax=CM=
1.92
gAHLK44p10.25*
126.9
*6.94π*
76.0
*
1.3298
=
M138562KN·
K4==
ch
12π*23.43
76.0
2pZ1öù1é2p(Z2-Z1)2pZ2æ2pZ2sh-ch-chç÷ú2pdêLLLLèøûëchL2π*[2π(24.53-0.0076.0
)sh2π*24.53
76.0sh(2.0283)(
-ch(
-)0
1))
24.5376.02π*0.00
76.0
)]
-=
1
ch(1.937
)
[
(ch-ch
2π*24.53
76.0-(ch(2.0283
])]
==
13.54121.3298
[2.0283*3.7348-3.8664
Pmax =PImaxMmax =MImax
==9085.6KN
M138562KN·
群墩系数 Kx 和附着生物修正系数 n
Pmax =KnPmax=1Mmax =KnMmax=1⑵、考虑波浪浮托力作用浮托力2*
*1.151.15**9085.6138562==10448KN159346KN·M
Pu=gHDch(2pz/L)(f2sinwt-f0coswt)4ch(2pd/L)浮托力矩
gHD2ch(2pz/L)Pu=(f2sinwt-f0coswt)4ch(2pd/L)gHD3ch(2pz/L)Mu=(f3sinwt+f1coswt)32ch(2pd/L)D=14.476mωt=270oz =0.00m
D / L=14.476/76f0 =-0.25f1 =1.45f2 =1.32f3 =0.3610.25*6.9*14.4762
4
*[)-1.32sin(270
1
*[-1.323705.4*
3.5412
-1381KN10.25*6.9*14.4763
32
*[)+0.36sin(270
1
*[-0.366705.2*
3.5412
-681.7KN·M
=0.1905
Pu=
ch(2π*0.00
ch(2π*23.43
)]-0.25cos(270*-(0.000)
]
/
/7676))
==Mu=
*
ch(2π*0.00ch(2π*23.43
)]1.45cos(270
(0.000)
]
/
/7676))
==Pmax =Mmax =
+
KNKN·M
M
0.10.22.081.9
0.20.30.620.66
KN·0.12.080.21.9
KN·M
KN·M
0.1
f0 =-0f1 =1f2 =1.5f3 =0.1
0.2-0.31.71.250.5
0.12.080.21.9
0.20.30.620.66
0.12.080.21.9
0.1f0 =-0f1 =1f2 =1.5f3 =0.1
0.2-0.31.71.250.5
0.20.30.620.66
0.12.080.21.9
0.1f0 =-0f1 =1f2 =1.5f3 =0.1
0.2-0.31.71.250.5
0.20.30.620.66
0.10.2
2.081.9
0.1f0 =-0f1 =1f2 =1.5f3 =0.1
0.2-0.31.71.250.5
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