Innovative concept overtopping dike: Crest Drainage Dike, Theoretical Study

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Concrete U-profile (prefab) Secondary use as promenade

CORE

DRAIN

CLAY CLAY

Seaside

CORE

DRAIN

CLAY CLAY

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CORE

DRAIN

CLAY CLAY

Seaside

CORE DRAIN CLAY CLAY Seaside #2< #2<#2< #2< 8888 !!!! ! ! 0 #2 ! 1 2 7 1 <2 ! 3 1 $2 7 !! 2 ! # < ! 2 ! $ 0 0 ! = 2 # ' F 0 H/ D ! 1 3 1 ! 1

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The Dutch Guidelines [TAW, 1986] recommend critical overtopping rates on the basis of average overtopping rates for the design of seadikes which depend on the quality of the soil and the quality of the turf. High instantaneous loads are not covered by average overtopping rates, as shown in the figure below. Therefore, the description of the instantaneous overtopping parameters is required separately.

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2. Flow into the crest construction 3. Flow out of crest construction?? ' ! D / 0 0 ! 0 0 F )<H2 8 / D !! 0 2 ! 0 0 ! F0 ! 0 0 H ! 2 0 0 2 8! / / K 8'/#%&CL/ ! 2# #2 . . #_{2 9} 0 0 /

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Flow over (partly) filled crest construction 2 2< 2 2< 2 2< 2 2< )))) 0000 )))) 0000 ' / D . #_{2 , 0} _/ ! !! ! 2 0 D ! 2 ! ! 0 ) 0 1 ) F 9 D ) H2 9 D 9 D 9 D 9 D )))) >>>> )))) )))) 0000 //// K 2 2 ?K 2 2 ?K 2 2 ?K 2 2 ? ////#%% L#%% L#%% L#%% L 9 ! ) / D ! 2 ' 0 / ! = 2

Long-crested means that the length of the wave crest is in principle assumed to be infinite. In investigations with long-crested waves the wave crest is as long as the wave board and the wave crests propagate parallel to one another. In nature, waves are short-crested. This implies that the wave crests have a certain length and the waves a certain main direction. The individual waves have a direction around this main direction. The extent to which they vary around the main direction (directional spreading) can be described by a spreading value. In nature, only long swell, for example coming from the ocean, has such long crests that it may virtually be called long-crested. A wind-generated wave field under storm conditions is short-long-crested.

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<2% FE< OH C2< # 2B ## &2B &2C &#&< <C<

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total crest width 3.0 m

Height and width of dike are variable

concrete construction outer dimensions about

1.0 m (heigth) x 2.5 m (width)

Every 30 m a deepened pit is constructed, and connected to a discharge pipe towards landward side or seaward side $ $ $ $))))#### !!!! Z .Z K . <_L [J K\L J K 7L ! K . L K . L F ! H #.#% < . #/ Y # )B #%.#C &/ Y # )

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dike material sand

subsoil material fine or coarse grained sand

$ $$ $))))<<<<

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dike material sand covered with clay layer

subsoil material fine or coarse grained sand 1 / 0 0 0 2 $)$ ! 0 2 9 0 ! 0 / ! 2 $ $$ $))))$$ '$$ ''' //// 0000 0000 H > 0 potential pipe !" # 8 D </! 8<)# 8<)$/ 2 ! 0 #2 7 )0 ] 2 1 ) ! 2 2 7 )0 X 2 1 ) 0 2 <2 ) ) 0 ! 1 )0 X 2 1

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w 0 U K . #_L Z0U 0 0 K . L WU ! 0 F! 0 Y H K . L U K . L ^U ! 0 !! K . L )))) !!!! !!!! u= 6.0 m/s layer thickness= 0.3 m

friction force weight crest construction

friction force weight ground package u= 6.0 m/s

layer thickness= 0.3 m

friction force weight crest construction

friction force weight ground package

' Z0U # . </WU B2 . Y 2< U #2& . /U %2& . ^U B2 .

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(37)

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(38)

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(39)

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(40)

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(41)

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(42)

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(43)

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(45)

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(49)

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(50)

56. # / # '() * #$ % ) $& ) F 2 -8 #%OH F 2 -8 #%OH F 2 -8 #%OH F 2 -8 #%OH c #B< 2 c #B< 2 c #B< 2 c #B< 2 & & & &)))) / !/ !/ !/ ! 0000 . # c C2 ( 0 c <#2 9 ! c $ &2 9 ! / 0 c #<<2B ? c # 2 c B# 2< c B# 2< c B# 2< c B# 2< F# OH c % 2< c #$ 2 D ; F# OH c & 2< # ##

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F D 2 -8 H c #B#&2#c #B#&2#c #B#&2#c #B#&2#

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(51)

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# _{c ## &2}_{c ## &2}_{c ## &2}_{c ## &2}

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# _{c #$<$2&}_{c #$<$2&}_{c #$<$2&}_{c #$<$2&}

* / / F# OH c <B2C 4 F H F OH c <#2B D ; F# OH c #C 2< F D 2 -8 H F D 2 -8 H F D 2 -8 H

F D 2 -8 H c #&C<2 c #&C<2 c #&C<2 c #&C<2

F 2 -8 #%OH

(52)

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# _{c #< <2&}_{c #< <2&}_{c #< <2&}_{c #< <2&}

* / / F# OH c #&2$ 4 F H F OH c %2# D ; F# OH c # C2# F D 2 -8 H F D 2 -8 H F D 2 -8 H

F D 2 -8 H c #C &2 c #C &2 c #C &2 c #C &2

F 2 -8 #%OH F 2 -8 #%OH F 2 -8 #%OH F 2 -8 #%OH cccc B2% B2% B2% B2% &)C/ ! ! 2 0 ! ! # / ! O 2 / 0 2 / 0 D / 0 D 0 2 4 / !! # O2 8 0 0 ! D 2 0 / !! = D F ! ! 0 H/ ! ! 2 & & & &))))CCCC !!!! !!!! !!!!!!!! $ . < 9 # 4 F D 2 -8 H F 2 -8 H 7 ! > 0 c # $%2$ c < 2& c #<C 2 c #B< 2

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(53)

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(54)

56. # / # '() * #$ % ) ) % %% % 7*6?7*6?7*6?7*6? ////*"*?7 4*"*?7 4*"*?7 4*"*?7 4 8888 764 * 56*764 * 56*764 * 56*764 * 56* %2# %2#%2# %2# !! / 3 ! 0 3 ! 2 0 ! F 2 2 I' ' JH/ F 2 2 I 0 JH/ ! / F 2 2 I9 0 !! JH ! ! F ; / ! / H2 / F / 0 H2 ! 0 / 3 ! ! D = 2 / ! 2

(55)

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(56)

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(57)

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(58)

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(59)

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(60)

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(61)

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(62)

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(63)

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(64)

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(65)

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(66)

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CORE

DRAIN

CLAY CLAY

Seaside

CORE

DRAIN

CLAY CLAY

(67)

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2 Concrete L-profile (prefab) on gravel bed Secondary use as promenade

CORE

DRAIN

CLAY CLAY

Seaside

2 Concrete L-profile (prefab) on gravel bed Secondary use as promenade

CORE DRAIN CLAY CLAY Seaside 8 0 ! 0 ! 0 ! 2 , 0 D ! !! / D 2 0 0 D / ! 0 ! ! D 2

(68)

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(69)

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(70)

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(71)

56. # / # '() * #$ % ) B% ) Y8/U !! !! 0 K- ( / L Y8/U #2< Y8/U 2# 4 4 4 4 //// 0000 D ! 0 0 0 ! 0 3 / 0 ( K ( / L 3 % 2 , sin 2 f u gh u B B B -6 $. 0 9/OU D D O ! 0 K . L U K . L 9U K L 9U ! 0 K . L TU !U ! !! 0 2

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(72)

56. # / # '() * #$ % ) C ) 877* " < (*4,@ 64 877* " < (*4,@ 64 877* " < (*4,@ 64 877* " < (*4,@ 64>4( 8> 8> 5>8 4>4( 8> 8> 5>8 4>4( 8> 8> 5>8 4 6* 5>>4( 8> 8> 5>8 4 6* 5>6* 5>6* 5> M S e e p 6 .7 : c c 6 b .s e i P h o n e F a x da te d rw . c tr. fo rm . D H V M ilie u e n In fra s tr u c tu u r -A 4 3 0 -8 -2 0 0 5 -A n n e x Potential Potential [m] 1,20 2,40 3,60 4,80 6,00 7,20 8,40 9,60 10,80 M S e e p 6 .7 : c c 1 b .se i P h o n e F a x da te d rw . c tr. fo rm . D H V M ilie u e n In fra s tr u c tu u r -A 4 3 0 -8 -2 0 0 5 -A n n e x Potential Potential [m] 1,20 2,40 3,60 4,80 6,00 7,20 8,40 9,60 10,80

Permeable sand dike on less permeable sandy subsoil

(73)

56. # / # '() * #$ % ) C# ) M S e e p 6 .7 : c c1k .s ei P h o ne F a x d a te drw . c tr. fo rm . D H V M ilie u e n In fr a s tr u c tu u r -A 4 3 0 -8 -2 0 0 5 -A n n e x Potential Potential [m] 1,20 2,40 3,60 4,80 6,00 7,20 8,40 9,60 10,80 M S e e p 6 .7 : c c6k .s ei P h o ne F a x d a te drw . c tr. fo rm . D H V M ilie u e n In fr a s tr u c tu u r -A 4 3 0 -8 -2 0 0 5 -A n n e x Potential Potential [m] 1,20 2,40 3,60 4,80 6,00 7,20 8,40 9,60 10,80

Non-permeable clay dike on permeable sandy subsoil

(74)

56. # / #

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concrete and landward discharge

(75)

56. # / #

(76)

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(77)

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(78)

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(79)

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(80)

56. # / #

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length

Dimensions are based on the Hondsbossche Zeewering 4300 m

Purchase of land 20 /m2

Required m2 of land needed behind the

existing dike 0 m2/m 0

Construction costs:

Cleaning activities 7.5 /m

Groundwork activities 31.2 /m

Building costs prefab concrete construction 428 /m Building costs prefab pit construction,

tailpiece and seaward discharge pipes

206.4 /m

Miscellaneous 15 /m

Total 688.1 /m 2958830

Mobilisation cost per project 15000

Total construction costs 2973830

Maintenance

yearly maintenance cost/ 100 m 700 / 100 m dike

yearly maintenance cost total 30100 /project

expected repair cost 5 /m 21500

Total yearly maintenance 51600

Lifetime of the structure 50 years

interest rate 5%

Capitalised maintenance 942006

Total cost of structure 3.9 million

To be filled in by ComCoast To be filled in by Consultant

(81)

56. # / #

'() * #$ % ) C% )

Required m2 of land needed behind the

existing dike 0 m2/m 0

Construction costs:

Cleaning activities 7.5 /m

Groundwork activities 31.2 /m

Building costs prefab concrete construction 428 /m Building costs prefab pit construction,

tailpiece and landward discharge pipes

133.6 /m

Miscellaneous 15 /m

Total 615.3 /m 2645790

Mobilisation cost per project 15000

Total construction costs 2660790

Maintenance

yearly maintenance cost/100 m 400 / 100 m dike

yearly maintenance cost total 17200 /project

expected repair cost 5 /m 21500

Total yearly maintenance 38700

Lifetime of the structure 50 years

interest rate 5%

Capitalised maintenance 706504

Total cost of structure 3.4 million

To be filled in by ComCoast To be filled in by Consultant

(82)

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(86)

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