THE ECO-INDICATING OF THE BLACK SEA ENVIRONMENTAL

DAMAGEby

Igor KANTARDGIProf., Dr. Sc.

Dept. of Water Resources and Sea Ports, Moscow State Civil Engrg. University

Research motivation

• Indicating of the various impacts on the environment by the integrated indicators

• Formalizing of the integrated environmental damage to apply in the modeling the environment

• Satisfaction with the European and international standards

Environmental damage categories

• “Human health” contains the idea that all human beings, in present and future, should be free from environmentally transmitted illnesses, disabilities or premature deaths.

• “Ecosystem quality” contains the idea that non-human species should not suffer from disruptive changes of their populations and geographical distribution.

• “Resources” contains the idea that the nature’s supply of non-living goods, which are essential to the human society, should be available also for future generations.

General procedure for the calculation of Eco-indicators

Weighting of the three

damage categores

Mainly in value

sphere

Invertory result

Modelling effect and damage

Mainly in Eco-

sphere and Value

sphere

Indicator

Damage to resources

Damage to ecosystem

quality

Damage to human health

Resources

Land-use

Emission

Invertory phase

Modellingall

processesin the

lifecycle

Mainlyin

Techno-sphere

Technoshere - the description of the life cycle, the emission from processes, the allocation procedure as far as they are based on causal relations

Valusphere - the modelling of the perceived seriousness of such changes (damages), as well as the management of modelling choices

that are made in Techno- and Ecosphere

Ecosphere - the modelling of changes (damages) that are inflicted on the environment

ECO-indicator 99

Importance of the enclosed coastal areas study

Conflicts among the development activities that compete for the occupation or use of coastal environments and resources are most intense around enclosed water bodies like small bays, lagoons, harbors, marinas and beaches with protective structures. Invariably urban development modifies and pollutes the water of enclosed basins. Enclosed basins have a restricted connection with the open sea, therefore, the scope and significance of pollution impacts is closely correlated with the degree of water exchange with the open sea.

Enclosed area – swimming pool

The North-Caucasian railway goes along the

seacoast (about 90 km)

PHOTOGRAPHS OF SEPARATE SITES PHOTOGRAPHS OF SEPARATE SITES OF THE SOCHI COASTAL ZONEOF THE SOCHI COASTAL ZONE

Protection of shingle beache with using of the groin

system and wave-breaking wall of the quay

Aqua park, groin system in coastal and beach zones and moles of the sea harbour Sochi

System of artificial bays with beaches

Model of water balance in semi enclosed coastal area

water incoastal area

preciptation

other in other out

preciptation rate

surface area

evaparation rate

coastal runoff

land surfaceprecipitation

diversion inflows

evapotranspiration

exposed area bottomevaporation

net grant areaevaporation

ground waterexport

sea levelevolution rate

evaporation ratemultiplier from specific

gravityspecific gravity

total dissolvedsolids

exchange rate (inflow)

exchange rate (outflow)

deep waterboundary

depth

water without solidsevaporation rate

evaparation

Simulation of water in coastal area with time

Graph for water in coastal area

20,000

15,000

10,000

5,000

0

1 6.8 12.5 18.3 24Time (Hour)

water in coastal area : Current m3

Bulk (0-D) model of water exchange

• C is a parameter of water quality

• W: volume of water body

• Qin: total inflow to

selected water

• Cin: concentration of the

interested parameter in the inflow

• C0 is the initial value of C

• K is chemical (biochemical) reaction rate coefficient

d CW

dtCA G Q Cin in

СQ С

Qinin in

in

CG

AC

G

A

A t

W

0 exp

СС

KС

С

Kt Kin in

0 exp

Q

W

G

Win

max

exp

C K CC C K

K tin

norm0

1

Bulk model limits of applicability Conservative pollutant

The time, after what for the every co-ordinate x the difference between local concentration and 1 will be smaller then the certain accuracy , is expressed, what gives finally for T the

following final expression

C

t xD

C

xKC

C x t Bn

lDt

n

lxn

n

, exp sin

12

1

Bn

nn 2

1

cos

42

exp

lDT

TL

D

4 1 42

2 ln

Bulk model limits of applicability Nonconservative pollutant

presents the limitation of substance change coefficient K, with which the application of the 0-D model is valid

Ce e

K L

K L x K L x

2cosh

Crx L

1

cosh rK T

2

4 4ln

Cx L

1

cosh r 1

1 r2

2

KT

8 4

2 ln

Water exchange in the single groin area

SHORELINE

GROIN1 2

L

y

x

x1 x2

WAVES

Water exchange in the single groin area

tan = 0.02, T = 5 c, = 0.1,

it is obtained

T = 258 c,

what is about 50 wave periods

DH X

Tb b

DL

T

2 tan

T

T

4 1 42 tan

ln

Relative water exchange intensities of shore protection structures (s-1)

Structure Box Water exchange due the longshore current

Water exchange due the onshore drift

 

Single groinFront of single groinBehind single groin

0,18 

0,07

 

1,00

 

Permeable single groin (10%)  

Front of groin Behind groin

0,60 

0,13

 

 

Single T-groin 

Front of groin

Behind groin

0,07 

0,05

 

0,84

 

Permeable single T-groin (10%) 

Front of groin Behind groin

0,60 

0,09

 

Group of groins Intergroin area 0,10 0,50

Group of T-groins Intergroin area 0,05 0,25

Single breakwater Protected area   0,84

Offshore detached breakwater

Protected area   0,29

Submerged breakwater Protected area   0,25

Submerged breakwater with jetties

Area behind breakwater, between jetties

  0,25

Numerical Modeling of Wind Induced Currents BALAS L. and ÖZHAN E. (1999, 2000, 2001)

governing hydrodynamic equations

u

x+

v

y+

w

z = 0

u

t+u

u

x+v

u

y+ w

u

z = fv -

1 p

x+2

x(

u

x)+

y( (

u

y+

v

x))+

z( (

u

z+

w

x))

o

x y z

v

t+u

v

x+v

v

y+ w

v

z = - fu -

1 p

y+2

y(

v

y)+

x( (

v

x+

u

y))+

z( (

v

z+

w

y))

o

y x z

p

zg

x,y: horizontal coordinates, z: vertical coordinate, t: time, u,v,w: velocity components in x,y,z directions at any grid locations in space, νx,νy,νz: eddy viscosity coefficients in x,y and z directions

respectively, f: corriolis coefficient, r(x,y,z,t): water density, g: gravitational acceleration, p: pressure.

Boundary conditions

t

+ ux

+ vy

- w = 0s s s

h: water surface elevation, us,vs: horizontal

water particle velocities at the sea surface, w: vertical water particle velocity at the sea surface.

s a s2 = W|W|

W: wind velocity (m/s), a : air density, s: drag coefficient of air.

smWifW

smWif

s 3

3

2

100065.049.0

11102.1

s w *s2

w z = U = u

z

U*s: surface shear velocity

(u

z) = u u +v

(v

z) = v u +v

z b b2 2 2

z b b2 2 2

: bottom friction coefficient. Bottom friction coefficient is taken as 0.0026 in the applications

b

vertical eddy viscosity coefficient k- turbulence model equations

k

t+u

k

x+v

k

y+ w

k

z=

x

k

x+

y

k

y+

z

k

z+ P -z z z

t

+ ux

+ vy

+ wz

=x x

+y y

+ z

+ ck

P - ck

z z z1 2

2

P = 2u

x+

v

y+

w

z+

u

y+

v

x+

u

z+

w

x+

v

z+

w

yz

2 2 2

z

2

z

2

z

2

z

2

= Ck

k: kinetic energy, : rate of dissipation of kinetic energy, empirical constants; C=0.09, =1.3, C1=1.44, C2 =1.92.

Modelling of wave-induced current current field

UU

x+V

U

y+ g

x+ R + F = 0

UV

xV

V

y+ g

y+ R + F = 0

xU h + +

yV h + = 0

x x

y y

(x,y) are Cartesian co-ordinates in a horizontal plane,(U,V) are the corresponding velocity components of the mean flow, z is the elevation of the mean water surface measured from the still water level, h is the undisturbed water depth, (Rx,Ry) are the radiation stress terms,

(Fx,Fy) are the bottom friction terms.

root-mean square wave height

2

rms

2

0

-1

2

0 0 0 0b b

Hh

=< >

/ 4

c

c

n

n- d + -

b

cos

cosexp exp

=

4 < >

c

c

n

n

2

0

2

0 0 0

cos

cos

γ is the ratio of the local wave height to the water depth, γ=H/h, is the dimensionless water depth, λ=h/h0,

φ is the local wave refraction angle, c is the local wave speed, k is the local wave number, n=1+2kh/sinh2kh, subscript "0" is related to the outer edge of the surf zone, and subscript "b" is related to the wave breaking line, "<.>" notes the averaging over the assemble.

< >=/ 4

- 0.01= 0.410 b

1/ 2

b

ln

local wave refraction angle and wave number

= gk k h+ + k U +V = const

xk -

yk = 0

1/ 2

tanh cos sin

sin cos

ω is apparent angular frequency of the waves

wave diffraction behind a tip of an upcoast groin LE MEHAUTE, B. and SOLDATE, M.

D

1/ 2

0

0 0

00K x =

2 2

2 -

2

4lx+ l 45 -

cos

cos sinsin

costan

l is the length of the groin, φ0 is the wave refraction angle at the groin tip (must be smaller than 45o),

x is the distance along the shoreline measured from the groin

EXAMPLE OF APPLICATION

two groins, which are 50 m. apart from each other , . Each groin has a length of 50 m. Wind induced flow velocities are computed at six levels across the water depth. Water density is assumed to be constant, 1025 kg/m3. The water mass is subjected to the free surface shear induced by a uniform and steady wind with a speed of 10 m/sec, blowing to NE direction. At the same time the selected wave height due this wind action is taken as 1.2 m. Attached to calculation wind velocities steady state circulation pattern is established approximately after two hours, and steady state flow patterns at the sea surface, at the nearbottom layer, depth averaged velocity pattern and vertical velocity profiles at two nodes, node (7,2) where the water depth is 2.12 m. and node (8,5) where the water depth is 80 cm are presented.

Steady state current pattern at the surface and bottom layers (NE Wind speed: 10 m/s)

Steady state depth averaged current pattern (NE Wind speed: 10 m/s)

Vertical velocity profiles (at node (7,2), and at node (8,5))

shoreline

left

gro

in

rig

ht g

roin

Depth-average current pattern (NE Wave height: 1.2 m)

Y

X

1.20

1.19

1.19

1.19

1.11*

1.13

1.10

0.98

0.73

0.39

* - breaking line

76 0

45 0

waveshoaling

- 1 m/s

COMMENTS

H, m

refra

ction

ang

le

wave set-up,cm

-10 0 10

Model of phytoplankton evolution in the water body

phytoplanktonconcentration in

sutface layer

phytoplanktonconcentration in

bottom layer

rate of settling

photosynthtic rate respiration rate

photosynthetic rate forunit concentration

respiration rate for unitconcentration

settling velocity

rate of phytoplanktoneating

zooplanktonconcentration

factor of eating for the unitzooplankton concentration

outflow rate

inflow rate

water exchangeintensity

radiation

optimalphotosynthetic rate

phytoplanktonconcentration outside of

system

water depth

temperature ofwater

Simplified simulation of phytoplankton concentration

evolution in a water body

n: concentration of phytoplankton, mg of chlorophyll per m3, t: time, Az: coefficient of vertical turbulent diffusion, : water density, z: vertical coordinate, v: settling velocity, P: photosynthetic rate for unit concentration, R: respiration rate for unit concentration, H: concentration of zooplankton, h: factor of eating for unit concentration of zooplankton, q: part of water body volume changed per day due water exchange with environment, nR: phytoplankton concentration in the external environment.

Rz nnqHhnRPn

z

nv

z

nA

t

n

2

2

Phytoplankton growth with the weak water exchange

Graph for phytoplankton concentration in sutface layer

600

450

300

150

0

0 10 20 30 40 50 60 70 80 90 100Time (Day)

phytoplankton concentration in sutface layer : Current mga/m3

Phytoplankton growth with more intensive water exchange

Graph for phytoplankton concentration in sutface layer

20

15

10

5

0

0 10 20 30 40 50 60 70 80 90 100Time (Day)

phytoplankton concentration in sutface layer : Current mga/m3

Conclusions

Method of eco-indicators may be applied to assess the environmental damage of the water resources of coastal zone. These resources may be considered as the environmental recourses. And the damage of them is included to the categories of damage to human health and damage to ecosystem quality. In both cases the modeling of the behavior of the natural aquatic ecosystem may be applied as a base of damage assessment. The special system dynamics software like Vensim PLE is available for this kind of modeling.