rubble mound breakwater design.doc

8/14/2019 rubble mound breakwater design.doc

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COASTAL AND HARBOR ENGINEERING

Rubble Mound Breakwater Design

Given:

Design Conditions

Water depth (SWL) : 5.0 m

Beach !"pe : #:$0

Str%ct%re !"pe : #:$

De&' h&'h ater (DHW) : #.5 m

De&' a*e+ H, $ m

H#-#0, $.5 m

Tm, ec

A!!"a/!e "*ert"pp&' :0. m1-ec-m

Armor unit : Dolos stone

S"&! Data+

#


2/27


Assume:

Arm"r ad %der !a2er mater&a! & 3%arr2 t"e:3

5.2m

ta =

Str%ct%re !"pe: #:$

Str%ct%re &!! /e 2mmetr&c (th& ma2 /e cha'ed t" red%ce tr%ct%re &4e &ecear2)

Specify Design Condition:

SWL , 5.0 m DHW , #.5 m+

h , 5.0 6 #.5 , .5 m

Assume listed conditions are at structure toe.

S&'&7&cace Wa*e He&'ht H , H#-1 , $ m+ 8er&"d T , ec+ Deep Water Le'thL", #00 m

L", #.5 T$, #.5 (.0)$ , 5.# m 9 5 m h-L", d-L", .5-5 , 0.##+

;r"m Ta/!e "7 7%ct&"+

d-L" , 0.## " 'et d-L , 0.#51 (Deep Water)+

L , .5-0.#51 , $.5 m 9 1 m

$


3/27


Wave Conditions

Method 1

h-L < #- tah =d , ;"r a*e cr&ter&a /e&' N">Brea=&'

h-L ? #- tah =d , ;"r a*e cr&ter&a /e&' Brea=&'S"

Ta=e H , $ m

, $.0-1 < #- @ 0.50

0.05 < 0.#00 hece non-breaking wave condition.

Method

Ca!c%!ate depth !&m&ted /rea=&' a*e he&'ht at tr%ct%re &te c"mpare &th the

%/r"=e t"rm a*e he&'ht ad %e the !eer "7 the t" a the de&' a*e+

H/- h/ , h/-'T$ , .5- (.# 1) , 0.0# 9 0.0$

G&*e !"pe m , #:$0 " H/-h/ , 0.+ H , $m

at DHW : H/ , 0. @ .5 , 5.$ m 9 5. m

at SWL : H/ , 0. @ 5.0 , . m 9 . m

B"th a*e he&'ht are 'reater tha H " waves are not breakingad de&' H

, H , $ m.

Set Break !ater Dimensions "controlled by height # slope$:

Set>%p: a*e are "t /rea=&' per the pre*&"% ca!c%!at&" " et>%p

1


4/27


NOTE: there &!! /e a et>d" /%t th& &!! /e e'!ected ad c"&dered a added

7act"r "7 a7et2 %!e re3%&red t" red%ce the tr%ct%re &4e , 0

Allowable Overtopping Discharge

H , S&'&7&cat Wa*e He&'ht

T"p , Wa*e per&"d a"c&ated &th the pectra! pea= & deep ater.

Rc , ;ree B"ard

r , S%r7ace r"%'he red%ct&" 7act"r

Baed " Oe "de!+

S%/Fected t" tr%ct%re *&a 7"!!"&' pec&7&cat&" %ch &mpermea/!e m""thr"%'h tra&'ht ad /ermed !"pe.

O*ert"pp&' m"de! , a e@p (>/R)

D&me&"!e d&char'e , 3- ('H t"m)

D&me&"!e 7ree/"ard Rc , (Rc-H)(S"m-$)0.5(#-)

Stra&'ht /ermed &mpermea/!e !"pe ( ;&'%re JI K 5 K #a /) Irre'%!ar ad Head

" a*e.

Oe m"de! & Ta/!e JI>5>+

=

r

OM

SOMS

S

H

Rcba

TgH

q

1

2exp

;r"m Ta/!e JI>5>:


5/27


S!"pe #:$+ a , 0.0#1 / , $$ 3 , 0. m1- per m

R"c= R&prap &th th&c=e 'reater tha $D50 r 9 0.55

S"!*&' e3%at&" Oe "de!+

Rc , R-H (Sm-$) Sm , H- L"

Rc , R-H (H-'Tm$

Rc , (>r-/) L (3-a'H t"m) + re!at&*e 7ree/"ard

, (>0.55-$$) L (0.-0.0#1 @ .# @ $ @ ) , 0.0155

R , H Rc ('Tm$-H)

, $.0 @ 0.0155 @ ((.#@$)-$) , 0. m 9 0. m

A!!"a/!e Rr%>%p , 0.

!a%e Run&up

S%r7 &m&!ar&t2 parameter a!" re7erred a /rea=er parameter "7 Ir&/arra %m/er

&d&cate the t2pe "7 /rea=er re'ard&' the a*e r%>%p ad r%>d" " a

tr%ct%re.

79.2

tan

== OMom S

Where & +

M , S!"pe a'!e

5


6/27


S", Deep ater a*e teepe (H"-L")

H", Deep ater he&'ht

L", Deep ater a*e !e'th ('T$- $)

T , Wa*e per&"dG , Acce!erat&" d%e t" 'ra*&t2

, #. @ 0.55 @ # @ # @ # , #.05

, #.# @ $. 0. , #. m 9 $m

R , H , $m

S&ce ca!c%!at&" "7 R"*er>r% the R"*er>t"p a!" t" /e reca!c%!ated & "rder t"&d&cate act%a! ("*er>t"pp&' he&'ht ad a!!"a/!e "*er>t"pp&' d&char'e)+

3 , 0.# m1-ec-m+ a%me t"ta! ett!emet a 0.# m+ , 0 9" a*e et%p &ce" /rea=&' ha /ee ec"%tered. The ma!!et et>d" &!! /e e'!ected.

The de&' e!e*at&" & determ&ed t"

Rde&', DHW 6 6 R 6 pt"ta!, .5 6 0 6 $ 60.# , . m

Design of Structure Cross&Section


7/27


A r%//er m"%d tr%ct%re & "rma!!2 c"mp"ed "7 a /edd&' !a2er ad a c"re "7

3%arr2>r% t"e c"*ered /2 "e "r m"re !a2er "7 !ar'er t"e ad a e@ter&"r

!a2er "r !a2er "7 !ar'e 3%arr2t"e "r c"crete arm"r %&t.

;"r ">/rea=&' a*e 095 dama'e rad"m p!acemet.

N , H- (SG>#)(W-a)#-1

W , a H1- (=D)(SG>#)1c"t M

Where &+

W , ed&a e&'ht "7 arm"r %&t

D , D&ameter "7 arm"r %&t

a , P&t We&'ht "7 arm"r

H , De&' a*e he&'ht

Qd , Sta/&!&t2 c"e77&c&et

M , S!"pe a'!e "7 h"r&4"ta!

S" W , $.5 $1- (# ($.5>#)1 $) , $0-.5 , 0.$ t"

SG , a- , $.5 t-m1

Arm"r th&c=e t , =(W-a)#-1 +

Where &+

N%m/er "7 c"crete arm"r %&t & the th&c=e , $

a , We&'ht "7 &d&*&d%a! arm"r %&t

W , Spec&7&c e&'ht "7 arm"r %&t

=, La2er c"e77&c&et th&c=e

S"

t , $ @ 0. @ (0.$-$.5)#-1 , 0.#m 9 0. m


8/27


Cret &dth B , =(W- a)#-1, 1 @ 0. @ (0.-$.5)#-1 , $ m

Where &+

B , Cret &dth

N , N%m/er "7 t"e- arm"r c"crete (m& , 1)=, La2er c"e77&c&et

W , 8r&mar2 arm"r %&t e&'ht

a , Spec&7&c He&'ht "7 arm"r %&t mater&a!

N%m/er "7 arm"r %&t per %&t %r7ace area+ 8 , a*era'e p"r"&t2 7"r D"!" , 5

Na-A , =(#>(8-#00))(a-W)$-1, $ 0. (#>0.5)($.5-0.$)$-1, .5 9 5 %&t-m$

J"!%me "7 arm"r per %&t !e'th+

J-L , t(B 6$(h 6 R) c"t M , 0.($ 6 $(.6$)$) , 1. 9 0 m1-m

Design 'irst under (ayer "using )uarry stone$

&&m%m t" t"e th&c= ( ,$)

Pder !a2er %&t e&'ht , W-#0 , 0.$t-#0 , 0.0$ @ #000 , $0 ='


9/27

First under laerul!"

W10 , $$. ='

t 1ul , 0.5 m

1ulL

V

, # m 3 -m


Ne@t !ar'er a*a&!a/!e &4e & , $$. =' 9 $$. ='

Th&c=e mW

nkta

42.05.2

0277.012

3/13/1

=

=

=

J"!%me per %&t "7 /rea=ater+

H , .5 m K t arm"r , .5m > 0.m , . m

mt

t armorul 45.02

1 ==

A ,B cret , $m c"t M , $

a , A 6 $ T (c"t > cc ) , $ 6 $(0.)($>$.$) , #. m

c , h 2cot1+ , . 41+ , # m

L

V , t (a 6 $c) , 0.5 (#. 6$(#)) , # m 3 -m

Second *nder (ayer

&&m%m t" t"e th&c= (,$)

Pder !a2er %&t e&'ht ,20

W "7 the !a2er a/"*e+


10/27

#econd under laerul$"

W 20 , # ='

t 2ul , 0.#5 m

2ulL

V, . m 3 -m


20

W10

W ,

200

W"7 arm"r !a2er ,

200

2.0 t , # ='

Ne@t !ar'er a*a&!a/!e &4e & #.#1 ='

Th&c=e t , =

3/1)(a

W

, $ @ # @ ( 5.2001.0

) 3/1

, 0.#5 m

J"!%me per %&t !e'th "7 /rea=ater+

H , .5m > t = armorul t1 .5 m >0.m K 0.5 m , .# m

mmTAa 7.0)2.22)(5.0(29.0)csc(cot2 =+=+=

mmcatLV /39.4)327.0(15.0)2( =+=+=

Core Design

D2am&c !"ad re3%&remet+ 2515 coreWW

W , # =' W kgkgcore 5.25.1 =

kgt

W 05.04000

2.04000 ==

Ne@t !ar'er a*a&!a/!e &4e & 0. ='#0

mhc 16411.7cot1 2

=+=+=


11/27

Core"

W 4000 , 0.05 ='

L

V, #0$ m 3 -m


Th&c=e t , 15.05.2

001.012

3/1

==

A

Wnk

J"!%me per %&t !e'th "7 /rea=ater+

mmmmmtttmhulularmor

95.615.05.09.05.85.821 ===

mTTmhH

maA

ulul

ul

15.0,1.7

;2cot,7.0

22

2

=======

mmTAa 64.0)2.22)(15.0(27.0)csc(cot2 =+=+=

mmTHAb 44.28)2.215.021.7(27.0)csccot(2 =+=+=

Trape4"&da!+

( ) ( ) mmbah

d

V/10244.2864.095.6

2

1

2

1 3=+=+=

+oe Design

B t , t"e /erm &dth ma@ ($H 0.h) + h , SWL

$H , $ $ ,

0. h , 0. @ 5.0 , $

A%me 4=tB m+

A%me he&'ht "7 t"e , mtarmor 9.0=

= SWLhb He&'ht "7 t"e , 5m K 0. m

##

4=tB


12/27


6082.05

1.4 3==

S

b Nh

h

( ) ( )

=

=

= t

SGN

HW

S

S 1.0

15.260

25.2

1

3

3

33

3

Nearet &4e are #1 t14.0

=

= 38.0

3/1

S

WD

$ St"e he&'ht m4.176.038.02


13/27

%oe "

W toe , #1 ='

T"e he&'ht , 0.m

mBt 4=


( )

+=

2

1.5

23.0

23.015.1exp8.1

2

1.5

23.0

23.013.1,8.1

3/1

2

3/1MaNS

( ){ } { } 21.421.4,8.104.017.4,8.1 =+=MaNS

( ) ( ) ( )ton

SGN

HW

S

SS 08.0252

20

15.221.4

5.2

1 33

3

33 ==

=

=

Ped tW 14.0= ad reca!c%!ate &th+

84.05

2.42.48.00.5 ====

h

hmh b

S" 603 SN

+oe ,olume

A%me !"pe & #:$ /ae !e'th , cot)(2 bt hSWLB +

, 6 $ (0.) @ $ , .$ m

A%me trape4"&da!+

( )( ) ( ) mmba"eBhSWLLV tb /92.748.0

3=+=+=

+oe&to toe width

( ) cot)(2cot22 ++++++= RDHWhBhSWLBW bbt

#1


14/27


( ) ( ) m4.4421.025.11.42221.45242 =++++++=

Cross&Section of Breakwater Design

D-(-S S+-./ D/S0.

Brea=a'e 7"rm%!a 7"r D"!" B%rcharth #1/ ad L&% #5

321

0

#

S

#

t

# H$M#B=

Where &+

B , Re!at&*e Brea=a'e

, Arm"r %&t ma & t" 505.2 m

=T% C"crete tat&c te&!e tre'th & pa 42 T%

=SH S&'&7&cace a*e he&'ht

=3210 ,,, #### ;&tted 8arameter

#

.5 m ,

$.0 m

$.0 m , , #. m ,

.# m ,

.0 m


15/27


Th& 7"rm%!a c"&dered the e77ect "7 tat&c ad &mpact tre.

Design Method

#5

Co C1 C C2 !aist Ratio

+runk ofDolosses

0.001 >0. >$.5 .#1 0.1$50.005 >0.#$ >#.$$ 1.# 0.1

0.0#10 >0.50 >0.50 $.# 0.$

Round endDolos

0.0$5 >0.5 >0. $.$ 0.1


16/27


#

+ype of Armor Stones


17/27


#

Dimension for Dolos Stone

!a%e 3eight %s Ma45 fle4ural tensile stress for se%eral Dolos

waist ratios


18/27


19/27


N , "de! Sca!e ;act"r

( ) =!S

Stat&c pr&c&pa! tre & m"de! D"!" &th pr"/a/&!&t2 "7 a e@ceedece p

T$ 8r"t"t2pe c"crete tat&c te&!e tre'th (pa)

S"

( ) ( )( ) ( )[ ]( )!S e"t!S

131.0log10

+

=

Where & +

( ) 34.045.03.091.028.2 +

++=

n

D&Log

e"tS +

3/1

1549.043.9

=

aW

Wn + = ta'et "7 eaard arm"r !"pe+

= La2er ( 0 7"r t"p # 7"r /"tt"m) , & here &ce t"p , 0+

=V

D Jert&ca! d&tace 7r"m cret t" treed D"!" !"cat&"+

( ) = '1 Ta/%!ated &*ere "rma! *ar&at&"

=W 8r"t"t2pe arm"r %&t e&'ht

=a

W Arm"r c"crete pec&7&c e&'ht

A%me the pr"/a/&!&t2 "7 a e@ceedece , 0.# ( ) 28.11 = '

Checking Criteria 'or Mcrand +cr

( )crMSM MK 7.01 ( )

ScrTST TTK +< 7.01

Where &+

#


20/27


=MS 0.#051 ( ) 3

rc Sect&" m"d%!e 7"r 7!e@%re

( ) = 32105.0 rcST Sect&" m"d%!e 7"r t"r&"

J , D"!" a&t rat&"+ C, D"!" 7!%=e !e'th+

== 6.0TM KK "met ad t"r&" d&tr&/%t&" 7act"r

== ctcrcr $TM 7.0 Cr&t&ca! tre'th "7 c"crete & m"met ad t"r&"

=S

T Stre'th c"tr&/%t&" 7r"m the t"r&" tee!

=1 8r&c&pa! tre re&7"rcemet

Check Steel Reinforcement 'or +orsion

( ) ( )

h(

crTTS

R$

TKSA

7.01 >

Where &+

A , T"ta! area "7 tee! &terect&' the crac=

Rh , D&tace t" the ceter "7 the ect&"

;2 , &e!d Stre'th "7 the tee!

Bed&' re&7"rcemet de&' eed t" /e ca!c%!ated /2 Wh&te2 recta'%!artre that & "%t "7 th& ca!c%!at&" 7"r th& pr"Fect.

Structure Summary:

T"ta! he&'ht (h 6 R) : . m

S!"pe (ta M) : #:$

Cret W&dth (B) : $ m

;ree/"ard (R) : $ m

Et&mated "*ert"pp&' (3) : 0.$ m1-ec-m

Sett!emet () : 0.# m (a%med)

T"e>t">T"e &dth : . m

$0


21/27


Arm"r: W50 , 0. t , $ t , $ mNa-A , 5 %&t-m$

J-L , 0 m1-m

;&rt Pder>La2er: W50 , $$. =' , $ t , 0.5 mJ-L , # m1-m

Sec"d Pder>La2er: W50 , # =' , $ t , 0.#5 mJ-L , . m1-m

C"re: W50 , 0.05 ='J-L , #0$ m1-m

T"e: W50 , #1 ='h/ , .# m /e!" SWLt"e he&'ht , 0. mBt , mt"e /ae &dth , .$ mJ-L , m1-m

Bedd&': W50 , .5 ='th&c=e , 0. mh"r&4"ta! !e'th , . mJ-L , 10.# m1-m

Check Settlement # Bearing Capacity:

Brea=ater L"ad

J"!%me We&'ht a/"*e SWL (dr2 %%/mer'ed !"ad):

He&'ht , . K 5.0 , 1. m B , $

W&dth at WL , B 6 $hc"t M , $ 6 $U1.U$ , #. m

J-L , V 1.($ 6 #.$) , 1. m1-m

We&'ht "7 mater&a! , Wa/"*e WL , (#>8-#00) J-L , $.5 (# K 0.1)1., 5.5 t-m

S%/mer'ed J"!%me We&'ht+

S%/mer'ed J-Lt"ta! , (J-L)arm"r 6 (J-L)%!# 6 (J-L)%!$ 6 (J-L)c"re 6(J-L)t"e 6(J-L)/ed

, 0 6 # 6 . 6 #0$ 6 6 10.# , $0 m1-m

$#


22/27


J-L%/mer'ed , $0 K 1. , #. m1-m

W , X(# K 8-#00) 6 (8-#00)Y J-L%/mer'ed , X$.5(#>0.1) 6

#U0.1Y#.

W/e!" WL , 1$ t-m

T"ta! L"ad Z[ , (Wa/"*e WL 6 W/e!" WL)-(7"%dat&" &dth)

Sad La2er: Z[ , (5.5 6 1$)-. , . t-m$

C!a2 La2er c"rrect 7"r d&tr&/%t&" "7 !"ad thr"%'h ad !a2er(ee d&a'ram) C!a2 La2er Z[ , (5.5 6 1$)-X. 6 $U(5.0>

0.)U$Y , .# t-m$

Bearing Capacity

E*a!%ate the %!t&mate /ear&' capac&t2 3% 7"r each !e*e! (*er2 c"er*at&*e

/%t &mp!e)

;"r at%rated %/mer'ed "&!+

Strip foundations: BNqNcNqqqq qcqcult '5.0++=++=

NOTE: This formula is not for multiple layer soils. This calculation will onlygive a rough approximation.

#and &aer: , # =N-m1 \ , 10] c , 0+

Ter4a'h& Ta/!e: Nc , 1.# N3 , $$. N , #.#1

$$

50!ac

4"/m#' 3

==


23/27


D7 , ;"%dat&" depth (/edd&' !a2er th&c=e) , 0. m

A%me , #0 =N-m1

Brea=ater 7"%dat&" &dth (e'!ect /ed) , . m

3c , cNc , 0

3, ^D7N3 , (#>#0)U0.U$$. , =N-m$ 3

3 , V ^BN , V U(#>#0) U.U#.#1 , $1 =N-m$

3% , 0 6 6 $1 , 10 =N-m$ , 1$5 t-m$

Z[ , . t-m$

;S , 3%- Z[ , 10-. , 15.

;Sad , 1

Cla &aer: , # =N-m1 \ , 0 c , 50 =N-m$

Ter4a'h& Ta/!e: Nc , 5. N3 , # N , 0

D7 , 0

3c , cNc , 50U5. , $5 =N-m$

3, ^D7N3 , 0 3

3 , V ^BN , 0

3% , $5 6 0 6 0 , $5 =N-m$ , $.5 t-m$

c!a2 !a2er a!" %pp"rt the ad !a2er: Z[ad , 0.U. t-m$ , .0$ t-m$

Z[ , .# t-m$ 6 .0$ t-m$ , #$.$# t-m$

;S , 3%- Z[ , $.5-#$.$# , 1.$

;Sc!a2 , $.1

'reliminar #a(et Factor ) F# * $.+

$1


24/27


Settlement

Sad La2er: 2/6.8 mt=

C!a2 La2er: 2/2.6 mt=

Check settlement in #and"

A%me 10>B

L 2.010 == )) ** +

Depth "7 10.1$ 10 === )B++*+'

( ) 2'' /314.447.017.1 mtB)Bu+'+' =====

( ) 20'' /2.86.017.16.8 mtq) ===

55.031

2.81.05.01.05.0

'

=+=

+=+'

++'*

Depth "7 &7!%ece: mB+ 1784.4444 ===

A%me "e !a2er m+ 9.4=

$


25/27


24.045.24.44

2.055.022.0

2.02.045.2

2

9.4 =+=

+=== ++

**m+

'

)!)

A%me2

60

/5025% mtbarN

qc = (ee ta/!e & "te)

2/175505.35.310 mtq,B

Lc ====

(N"te: E ta/!e & "te '&*e E #0@ h&'her 7"r !""e ad)

( )97.0

2.8

6.017.15.015.01

'

'

0

1 =

=

=

)

#

+

a""umet

# (r"

,5.11.0

25log2.01

1.0log2.01 10102 =

+=

+= $5>2ear !&7e+

m+,

*

## --

n

-

)

01.09.4175

22.0

5.197.0121 =

=

= =

Check settlement in cla"

8r&mar2 c""!&dat&" ett!emet ( )c

3/14 mkN= 00= c , 50 =8a 2.20 =e "cmk /10 5= kNma&

/23103

=

3.0=#

#

2/2.6 mt=

( ) ( ) 2'0 /7.75.2114.12

19.417.1 mt=+=

A%me 06.02.0 == #R ##

$5


26/27


O*er>c""!&dated+ mc 9.07.7

0.57.7log

2.21

5.2106.0=

+

+=

C"&der t&me t" c""!&date+

(rm(rda("da(hr"hr"cmm"cmk /15.3/365/24/3600/10/10

25

==

( ) ( )(rm

a

ekc

VW

V /33610310

2.2115.31 23

0 =+

=+

=

1=N ( ) 129.1&95 =VT

(r"c

HTt

N

H

tcT

&

V

&

V 55.1336

5.21129.1

22

2 ===

=

Sec"dar2 c""!&dat&" ett!emet ( )S

A%me 01.0%03.0% ac

a ##

#

A%me (r"t' 2= ad the /rea=ater !&7et&me & $5 2r+

mt

t

e

H#

'

%

S 07.0

2

25log

2.21

5.2101.0log

10

=

+

=

+

=

m"c 16.007.009.001 =++=++=

S" that

T"ta! Sett!emet mcla("and 17.016.001.0 =+=+= 9 0.$ m

,t should recalculate design with m2.0% vice .! m

$


27/27


R/'/R/.C/S

- Coastal Engineering Manual - Part IV, USACE, 1 August 2008

- Iranian Coastal Engineering Code manual N!"00-# $ I%AN Ministr& o'

(rans)ortation,200#

$

Documents

rubble mound breakwater design.doc