QW Design Barka

8/12/2019 QW Design Barka

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Fishery Harbour at Barka

INPUT DATA

Backfill Soil Data:-

Angle of internal friction of soil(f)= 36 degree

Slope of backfill w.r.t horz surface(b)= 0 degree

Angle between earth face of wall and base(a)= 90 From B11 to B6.

135 From B5 to B1.

Unit wt Data:-

Bulk unit wt of P.C.C.(gbulk)= 2.4 t/m

Submerged unit wt of P.C.C.(gsub)= 1.37 t/m

Bulk unit wt of R.C.C.(gbulk)= 2.5 t/m

Submerged unit wt of R.C.C.(gsub)= 1.47 t/m

Bulk unit wt of backfill soil(gbulk)= 1.85 t/m

Submerged unit wt of backfill soil(gsub)= 0.82 t/m

Unit wt of sea water(gw)= 1.0300 t/m

Level Data Input:-

Finished cope level = 4 m CDHighest Astronomical Tide = 3.4 m CD

Mean higher high water level = 2.6 m CD

Mean lower high water level = 2.5 m CD

Mean sea level = 1.86 m CD

Mean higher low water level = 1.6 m CD

Mean lower low water level = 0.8 m CD

Lowest Astronomical Tide = 0 m CD

Dredged bottom of foundation trench = 8 m CD

Dredged bottom of base = 4 m CD

Load data input:-

Live Load

Live Load on wall without seismic= 5 t/m

Live Load on wall with seismic= 1.25 t/m

Design Report-June2012

Design of Quay Wall


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Seismic Load:-

Horz Seismic Coeff= 0.08

Vertical Seismic coeff= 0.04

Bollard

Capacity of Bollard = 40 t

Spacing of Bollard = 10.00 m

Bollard pull per m run (considered) = 4.00 t/m

Bollard pull acts at a height from top of top block = 0.25 m

Berthing Force

Berthing Force = 43.1 tSpacing of Fender = 10.00 m

Berthing Force per m run (considered) = 4.5 t/m

Berthing Force acts below cope level = 0.4 m

Allowable Pressure input:-

At Base = 59.00 t/m2

At interface (in direct compression) = 100 t/m2 (non seismic)

125 t/m2

(seismic)

Factor of safety input:-Non- Seismic : Against Sliding = 1.75 Against overturning = 1.5

Seismic Against Sliding = 1.5 Against overturning = 1.25

Friction Coefficient input:-At Base = 0.60

At interface = 0.60


Design of Quay Wall


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WS B11

WS B10

WS B9

WS B8

WS 1.00

B7

WS 6.00B6

RF1

WS B5 7.00

RF2

6.50

WS B4 RF1

RF2

6.00

WS B3 RF1

RF2

WS 5.50

B2

WF1 B1

WF2 6.00

4.00

1.00


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1.1 DESIGN BASIS

1.1.1 Level Data:-

Finished cope level = (+) 4.00 m CD

Highest Astronomical Tide = (+) 3.40 m CD

Mean higher high water level = (+) 2.60 m CD

Mean lower high water level = (+) 2.50 m CD

Mean sea level = (+) 1.86 m CD

Mean higher low water level = (+) 1.60 m CD

Mean lower low water level = (+) 0.80 m CD

Lowest Astronomical Tide = (+) 0.00 m CD

Dredged Harbour Lev. = (-) 4.00 m CD

Dredged bottom of base = (-) 8.00 m CD

1.1.2 Material Data:-

Grade of concrete = C40

Grade of steel = Fe 460

Angle of internal friction of backfill soil ( ) = 36 degree

Bulk unit weight of backfill soil () = 1.85 t/m3

Unit weight of Reinforced Concrete Block = 2.50 t/m3

Unit weight of Plain Concrete Block = 2.40 t/m3

Unit weight of sea water (w) = 1.03 t/m3

1.1.3 Load Data:-

(a) Live load surcharge on wall & backfill = 5 t/m2

(b) Capacity of Bollard = 40 t

Spacing of Bollard = 10.00 m

Bollard pull per m run (considered) = 4 t/m

Bollard pull acts at a height from top of top block = 0.25 m

( Considered Bollard pull is dispersed at 1:1 upto base from top)

(c) Berthing Force

Berthing Force = 43.1 t

Spacing of Fender = 10.00 m

Berthing Force per m run (considered) = 4.5 t/m

Berthing Force acts below cope level = 0.4 m

(Berthing Force not considered in the stability calculation being stabilising in nature)

1.1.4 Factor of safety:-

Non- Seismic : Against Sliding = 1.75 Against overturning= 1.5

1.1.5 Allowable Pressure:-

At Base = 59.00 t/m2

At interface (in direct compression) = 100.00 t/m2

(in bearing) = 100(A1/A2)

A1=Dispersed area through the bottom block at 2 horz & 1 vertical

A2=Loaded area

(A1/A2)1/2


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1.1.7 Dimension of Blocks

Along

Wall

Across

WallHeight

(m) (m) (m)

B11 WS 1.00 4.00 1.00

B10 WS 1.00 4.00 1.00

B9 WS 1.00 5.00 1.00

B8 WS 1.00 5.00 1.00

B7 WS 1.00 5.00 1.00

B6 WS 1.00 6.00 1.00WS 1.00 6.50 1.00

RF1 1.00 0.50 0.50

RF2 1.00 0.50 0.50

WS 1.00 6.00 1.00

RF1 1.00 0.50 0.50

RF2 1.00 0.50 0.50

WS 1.00 5.50 1.00

RF1 1.00 0.50 0.50

RF2 1.00 0.50 0.50

WS 1.00 5.00 1.00RF1 1.00 0.50 0.50

RF2 1.00 0.50 0.50

WF1 1.00 0.50 0.50

WF2 1.00 0.50 0.50

BP 1.00 5.50 1.00

Block Ref

Block Dimensions

B1

B4

B3

B2

B5


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1.1.8 Calculation of Bearing Capacity of Soil

Here = 18.50 KN/m3

'= 8.2 KN/m3

= 36 degree

Following:IS 6403:1981

Ultimate bearing capacity for cohesionless soil is given by:-

Qu= q(Nq-1).Sq.dq.iq+0.5*BNSdiw'

Where q=Effective Surcharge

Nq & N=Bearing Capacity factors(Ref. Table-1)

Sq & S=Shape factor

dq & d=Depth factor

iq & i=Inclination factor

B= Width of foundation

w'=Correction for water table

For f=36from Table-1(IS:6403)

39.48

N= 60.306

Here B= 6.00 m

From Table-2(IS:6403)

For continuous strip, Sq & S= 1.0

dq & d= 1.0 (conservative)

For depth of foundation Df=1.0 m & w'=1(considering submerged unit weight)

q= 1 X 8.2= 8.2 Kpa

So Qu=q*(Nq-1)+0.5**B*N

Substituting appropriate value-

Qu= 8.2x(39.48-1)+0.5x8.2x6x60.306

1799.0636

Net safe bearing capacity=Ultimate bearing capacity/Factor of safety

Consider factor of safety= 3

Net safe bearing capacity= 1799.0636/3

= 599.6879 Kpa say 59.00t/m2


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1.1.9 Calculation of Berthing and mooring force

Ship Data :

DWT LOA LBP B DL MD

(t) (m) (m) (m) (m) (t)

1000 67 62 10.8 3.9 1690

Due to wind :

As per IS 875 (Part III) - 1987 Clause No. 5.3. ,

Design wind speed = Vbx k1x k2x k3 = 27.5022 m/s

where,

Vb= Operating wind speed = 54 knot

= 100.008 km/hr

= 27.8 m/sk1= 1 (As per IS 875 part III table 1 )

k2= 0.99

(As per IS 875 part III for terrain category 1,class c type of structure)

k3= 1 (As per IS 875 part III clause 5.3.3)

Wind pressure 453.8226 N/m2

As per of IS 4651 (Part III) - 1974 Clause No. 5.3.2

Moulded depth (From Fentek manual) = 5.8 m

Windage area =1.175Lp( DM- DL) = 138.415 m2

Maximum mooring loads due to wind forces , F = Cw*Aw*p = 91.08299 kN

Computation of Mooring Force


Design of Quay Wall


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Due to current :As per IS 875 (Part III) - 1987 Clause No. 5.6 ,

Design current speed = Vc = = 1.4 m/s

Density of sea water = w = 1.03 t/m3

Current force per square metre = 1.029 kN

Exposed area to current = 42.12 m2

Force due to current = 43.35 kN

Design Bollard pull = 100.87 kN

Consider spacing of Bollard= 10.00 m

Bollard pull per m run = 10.20 KN

= 1.02 t/m

We design the structure as bollard pull = 4.0 t per m runComputation of Berthing Force

Berthing Mode: Difficult, sheltered, quarter point, side berthing

Density of sea water = w = 1.03 t/m3

WD displacement tonnage (MD) of the vessel = = 1690 t

V velocity of the vessel normal to the berth = = 0.25 m/s

[For sheltered berthing condition as per table-2 of IS 4651 (Part III) - 1974 Clause No. 5.2.1.1.]g = acceleration due to gravity = = 9.81 ms

-2

As per of IS 4651 (Part III) - 1974 Clause No. 5.2.1.2.

x D2xLBPx w

4WD

SAY 102.00 KN

Cm = mass coefficient = 1+ = 1.45


Design of Quay Wall


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As per of IS 4651 (Part III) - 1974 Clause No. 5.2.1.3,

= Angle of approach = = 10 degree

R = [ ( LBP/2-LBP/4 )2+ ( B/2)

2]

0.5 = 16.41 m

= ( 90--aSin (B/2R) ) = 78.90 degree

l = (LBP/2-LBP/4)xcos= = 15.2

r = LBP/4 = 15.5

1 + (l/r)2x sin

2()

1 + (l/r)2

Softness coefficient = CS = 0.9

As per of IS 4651 (Part III) - 1974 Clause No. 5.2.1.4.

Berthing Energy = 0.5 x CMx WDx (VB)2x CEx CS/g = 3.69 t-m

Design berthing energy ( Factor of safety = 1.4) = 5.16 t-m

Calculated energy is = 7.24 t-m

Calculated reaction is = 43.1 t

Hence the design is safe

Spacing of fender = 10.00 m

Berthing force per m run = 4.31 t

We design considering berthing force = 4.5 t per m run.

[ From

Fentek

manual of

marine

fendering

system ]

Ce = eccentricity coefficient = = 0.52


Design of Quay Wall


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1.1.10 Calculation of Active Earthpressure coefficient in seismic ca(As per clause no. 8.1 of IS: 1893-1984 part2)

Active earth pressure coefficient at Normal case Ka

Cos2(f-a)

Cos2a*Cos(a+d)*[1+{Sin(f+d)*Sin(f-b)/(Cos(a+d)*Cos(a-b))}

1/2]2

Active earth pressure coefficient at Seismic case Kas

(1av)*Cos2(f-l-a)

Cosl*Cos2a*Cos(a+l+d)*[1+{Sin(f+d)*Sin(f-l-b)/(Cos(a+l+d)*Cos(a-

From block B11 to block B6:-a = Angle subtended by the earth side wall with the

vertical on the earth side = 0.00 rad

f = Angle of internal friction = 0.63 rad

d = Angle of wall friction = 0.63 rad

b = Inclination of backfill = 0.00 rad

a v = Vertical seismic coefficient = 0.040

ah= Horz seismic coefficient = 0.080

ldownward= Tan-1

(a h/(1+a v)) = 0.077 rad

lupward= Tan-1(a h/(1-a v)) = 0.083 rad

ga = Unit weight of Soil at normal case = 18.50 kN/m3

Note:-

Earth pressure = ga * height of wall * (Ka or Kas)

Inclined Force = 0.5 * earth pr. * height of wall

Horizontal Force = 0.5 * earth pr. * height of wall * Cos(d+a)

Moment at Base = Hor. Force * Lever arm * Length of wall

where, lever arm = 0.42*height of wall (for normal earthpressure case)

= 0.50*height of wall (for normal surcharge case)

= 0.50*height of wall (for seismic earthpressure case)

= 0.66*height of wall (for seismic surcharge case)

Therefore

Earthfill Surcharge

Active earth pressure coefficient at downward Seis = 0.304 = 0.304

Active earth pressure coefficient at upward Seismic = 0.285 = 0.285

AT TOP OF BLOCK B5a = Angle subtended by the earth side wall with the

vertical on the earth side = 0.00 rad




a v = Vertical seismic coefficient = 0.040ah= Horz seismic coefficient = 0.080

ldownward= Tan-1(a h/(1+a v)) = 0.077 rad

lupward= Tan-1

(a h/(1-a v)) = 0.083 rad


=

=

Due To


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Note:-



Horizontal Force = 0.5 * earth pr. * height of wall * Cos(d+a)Moment at Base = Hor. Force * Lever arm * Length of wall


= 0.50*height of wall (for normal surcharge case)

= 0.50*height of wall (for seismic earthpressure case)


Therefore

Earthfill Surcharge



FROM MID HEIGHT OF BLOCK B5 TO B1a = Angle subtended by the earth side wall with the

vertical on the earth side -= 0.79 rad




a v = Vertical seismic coefficient = 0.040

ah= Horz seismic coefficient(=2*av) = 0.080

ldownward= Tan-1

(a h/(1+a v)) = 0.077 rad

lupward= Tan-1

(a h/(1-a v)) = 0.083 rad


Note:-



Horizontal Force = 0.5 * earth pr. * height of wall * Cos(d+a)

Moment at Base = Hor. Force * Lever arm * Length of wall


= 0.50*height of wall (for normal surcharge case)= 0.50*height of wall (for seismic earthpressure case)


Therefore

Earthfill Surcharge



Due To

Due To


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Fishery Harb

1.2 ACTUATING FORCES AND MOMENTS

1.2.1 BACKFILL EARTH

1.2.1.1Pressure - High Water Condition

kaka

(horz.) bulk sub

B11 1.00 1.000 36 0 36 90 0.241 0.195 1.85 - p1 p1 = 0.195 x 1.85 x 1 = 0.361

0.400 36 0 36 90 0.241 0.195 1.85 - p2p3

p2 = 0.361 p3 = 0.195 x 1.85 x 0.4=

0.600 36 0 36 90 0.241 0.195 1.85 0.82 p4p5

p4 = p2 + p3 =

B9 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p6p7

p6 = p4 + p5 = p7 = 0.16

B8 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p8p9

p8 = p6 + p7 = p9 = 0.16

B7 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p10 p10 = p8 + p9 = 1.042 p11 = 0.16

B6 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p12p13

p12 = p10 + p11 = 1.201 p13 = 0.16

0.500 36 0 24 90 0.235 0.215 1.85 0.82 p14p14= 1.36783 p15= 0.09

0.500 36 0 24 135 0.015 0.014 1.85 0.82 p16 p17 p16= 0.095 p17= 0.01

B4 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p18 p19 p18=p16+p17= p19= 0.014 x 0.82 x 1 = 0.01

B3 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p20p21

p20=p18+p19= p21= 0.014 x 0.82 x 1 = 0.01

B2 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p22 p22=p20+p21 =p23

p23= 0.014 x 0.82 x 1 = 0.01

B1 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p2424=p22+p23= 0.135 p25 p25= 0.014 x 0.82 x 1 = 0.01

Computation of Pressure (t/m2per m run)

0.12

0.195 x 0.82 x 1 =

0.10

0.014 x 0.82 x 0.5 =

0.11

0.195 x 0.82 x 1 =

B5 1.00

p11

0.722

0.215 x 0.82 x 0.5 =

0.882

0.195 x 0.82 x 0.6 = 0.22

0.195 x 0.82 x 1 =

p15

0.144

0.195 x 0.82 x 1 =

Block

Ref.

Height

Detail (m)

Backfill Soil Data

B10 1.00

0.51 p5 =

Design Report-June 2012

Design of Quay Wall


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Fishery Harbo

1.2.1.3 Pressure - Low W ater Condition

kaka(horz

.) bulk sub

B11 1.00 1.00 36 0 36 90 0.241 0.195 1.85 - p1 p1= 0.195 x 1.85 x 1 = 0.361

B10 1.00 1.00 36 0 36 90 0.241 0.195 1.85 - p2p3

p2 = 0.361 0.195 x 1.85 x 1 =

B9 1.00 1.00 36 0 36 90 0.241 0.195 1.85 - p4p5

0.195 x 1.85 x 1 =

0.200 36 0 36 90 0.241 0.195 1.85 - p6p7

p6 = p4 + p5 = 0.195 x 1.85 x 0.2 =

0.800 36 0 36 90 0.241 0.195 1.85 0.82 p8 p8 = p6 + p7 =p9

0.195 x 0.82 x 0.8 =

B7 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p10 p10 = p8 + p9 = 0.195 x 0.82 x 1 =

B6 1.00 1.000 36 0 36 90 0.241 0.195 1.85 0.82 p12 p12=p10+p11=p13

0.195 x 0.82 x 1 =

0.500 36 0 24 90 0.235 0.215 1.85 0.82 p14 p15p14= 0.215x{1.85x(1+1+1+0.2)+0.82x(0.8+ 1.8 p15=

0.500 36 0 24 135 0.015 0.014 1.85 0.82p16

P17 p16= 0.014x{1.85x(1+1+1+0.2)+0.82x(0.8+1x 2+0.5) }= 0.121p17= 0.01

B4 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p18 p19 p18=p16+p17= p19= 0.014 x 0.82 x 1 = 0.01

B3 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p20p21

p20=p18+p19= p21= 0.014 x 0.82 x 1 = 0.01

B2 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p22 p22=p20+p21 = p23 p23= 0.014 x 0.82 x 1 = 0.01

B1 1.00 1.000 36 0 24 135 0.015 0.014 1.85 0.82 p24 p24=p22+p23= 0.161p25

p25= 0.014 x 0.82 x 1 = 0.01

p13 = 0.160

0.215 x 0.82 x 0.5 =

0.014 x 0.82 x 0.5 =

0.09

p4 = p2 + p3 = 0.36

0.07

0.13

0.72

1.08

1.28 0.16

p5 =

1.00B8

p9 =

1.44

p11

1.15

p11 =

B5 1.00

Block

Ref.

Height

Detail (m)

Backfill Soil Data

p3 =


0.36

p7 =

0.14

0.15

0.127


Design of Quay Wall


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1.2.2 Live Load Surcharge

1.2.2.1 Pressure

ka ka (horz.) q

B11 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5 plls1 0.98

B10 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5.00 plls2 0.98

B9 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5.00 plls3 0.98

B8 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5.00 plls4 0.98

B7 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5.00 plls5 0.98

B6 1.00 1.00 36.00 0.00 36.00 90.00 0.24 0.195 5.00 plls6 0.98

B5 1.00 1.00 36.00 0.00 24.00 135.00 0.41 0.38 5.00 plls7 plls7 = 0.38 x 5 = 1.90

B4 1.00 1.00 36.00 0.00 24.00 135.00 0.41 0.38 5.00 plls8 plls8 = 0.38 x 5 = 1.90

B3 1.00 1.00 36.00 0.00 24.00 135.00 0.41 0.38 5.00 plls9 plls9 = 0.38 x 5 = 1.90

B2 1.00 1.00 36.00 0.00 24.00 135.00 0.41 0.38 5.00 plls10 plls10 = 0.38 x 5 = 1.90

B1 1.00 1.00 36.00 0.00 24.00 135.00 0.41 0.38 5.00 plls11 plls11 = 0.38 x 5 = 1.90

plls1 = 0.195 x 5 =

plls6 = 0.195 x 5 =

plls2 = 0.195 x 5 =

plls3 = 0.195 x 5 =

plls4 = 0.195 x 5 =

plls5 = 0.195 x 5 =

Block

Ref.

Height Detail

(m)

Backfill Soil Data

Computation of pressure (t/m2per m run)


Design of Quay Wall


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Fishery Har

1.2.2.2 Live Load Surcharge Forces & Moment -

Block

Ref

Force

Ref.

Pressure

(t/m2per m

run)

Height

Force

(t per

m run)

Toe B1 & B2B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5B5 & B6

B6 &

B7

B7 &

B8

B8 &

B9

B9

B1

B11 plls1 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 10.50 9.50 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 10.24 9.26 8.29 7.31 6.34 5.36 4.39 3.41 2.44 1.4

B10 plls2 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 9.50 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 9.26 8.29 7.31 6.34 5.36 4.39 3.41 2.44 1.46 0.4

B9 plls3 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 8.29 7.31 6.34 5.36 4.39 3.41 2.44 1.46 0.49

B8 plls4 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 7.31 6.34 5.36 4.39 3.41 2.44 1.46 0.49

B7 plls5 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 6.50 5.50 4.50 3.50 2.50 1.50 0.50 6.34 5.36 4.39 3.41 2.44 1.46 0.49

B6 plls6 0.98 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 5.50 4.50 3.50 2.50 1.50 0.50 5.36 4.39 3.41 2.44 1.46 0.49

B5 plls7 1.90 1.00 1.90 1.90 1.90 1.90 1.90 1.90 4.50 3.50 2.50 1.50 0 .50 8.55 6.65 4.75 2.85 0.95

B4 plls8 1.90 1.00 1.90 1.90 1.90 1.90 1.90 3.50 2.50 1.50 0.50 6.65 4.75 2.85 0.95

B3 plls9 1.90 1.00 1.90 1.90 1.90 1.90 2.50 1.50 0.50 4.75 2.85 0.95

B2 plls10 1.90 1.00 1.90 1.90 1.90 1.50 0.50 2.85 0.95

B1 plls11 1.90 1.00 1.90 1.90 0.50 0.95

15.35 13.45 11.55 9.65 7.75 5.85 4.88 3.90 2.93 1.95 0.98 70.6 56.2 43.7 33.1 24.35 17.55 12.19 7.80 4.39 1.9

Moment about (t-m per m run)Dist of CG from (m)Actuating Force(t per m run)

Total

Description


Design of Quay Wall


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1.2.3 UNBALANCED HYDRO-STATIC PRESSURE

1.2.3.1 Pressure - High Water Condition

B11 1.00 1.00 1.03

0.400 1.03

0.600 1.03 pubh1

B9 1.00 1.000 1.03 pubh2

B8 1.00 1.000 1.03 pubh3

B7 1.00 1.000 1.03 pubh4

B6 1.00 1.000 1.03 pubh5

B5 1.00 1.000 1.03 pubh6

B4 1.00 1.000 1.03 pubh7

B3 1.00 1.000 1.03 pubh8

B2 1.00 1.000 1.03 pubh9

B1 1.00 1.000 1.03 pubh10

0.62

Pressure (t/m2per m run)

Block

Ref.

Height Detail

(m)

w

(t/m2)

pubh1=B10 1.00


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Fishery Ha

1.2.3.2 Force & Moments- High Water Condition

BlockRef

Pressure

Ref.

Pressure

(t/m2

perm run)

Height

Force

(t per mrun)

ToeB1 &

B2 B2 & B3B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11 Toe B1 & B2B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11 ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B

B

B11

pubh1 0.62 0.6 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 9.200 8.200 7.200 6.200 5.200 4.200 3.200 2.200 1.200 0.200 1.71 1.52 1.33 1.15 0.96 0.78 0.59 0.41 0.22 0

B9 pubh2 0.62 1 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 8.50 7.500 6.500 5.500 4.500 3.500 2.500 1.500 0.500 5.25 4.64 4.02 3.40 2.78 2.16 1.55 0.93 0.31

B8 pubh3 0.62 1 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 7.50 6.500 5.500 4.500 3.500 2.500 1.500 0.500 4.64 4.02 3.40 2.78 2.16 1.55 0.93 0.31

B7 pubh4 0.62 1 0.618 0.618 0.618 0.618 0.618 0.618 0.618 0.618 6.50 5.500 4.500 3.500 2.500 1.500 0.500 4.02 3.40 2.78 2.16 1.55 0.93 0.31

B6 pubh5 0.62 1 0.618 0.618 0.618 0.618 0.618 0.618 0.618 5.50 4.500 3.500 2.500 1.500 0.500 3.40 2.78 2.16 1.55 0.93 0.31

B5 pubh6 0.62 1 0.618 0.618 0.618 0.618 0.618 0.618 4.50 3.500 2.500 1.500 0.500 2.78 2.16 1.55 0.93 0.31

B4 pubh7 0.62 1 0.618 0.618 0.618 0.618 0.618 3.50 2.500 1.500 0.500 2.16 1.55 0.93 0.31

B3 pubh8 0.62 1 0.618 0.618 0.618 0.618 2.50 1.500 0.500 1.55 0.93 0.31

B2 pubh9 0.62 1 0.618 0.618 0.618 1.50 0.500 0.93 0.31

B1 pubh10 0.62 1 0.618 0.618 0.50 0.31

5.747 5.129 4.511 3.893 3.275 2.657 2.039 1.421 0.803 0.185 26.73 21.30 16.48 12.27 8.69 5.72 3.37 1.64 0.53 0Total

Description

B10

Moment about (t-m per m run)Dist of CG from (m)Actuating Force(t per m run)


Design of Quay Wall


20/104


1.2.3.3 Pressure - low Water Condition

B11 1.00 1.00 1.030

B10 1.00 1.00 1.03

B9 1.00 1.00 1.03

0.200 1.03

0.800 1.030 plubh1plubh1=

B7 1.00 1.000 1.03plubh2

B6 1.00 1.000 1.03plubh3

B5 1.00 1.000 1.03plubh4

B4 1.00 1.000 1.03 plubh5

B3 1.00 1.000 1.03plubh6

B2 1.00 1.00 1.03plubh7

B1 1.00 1.00 1.03plubh8

Pressure (t/m2per m run)

0.824

BlockRef.

Height Detail(m)

w

B8 1.00


21/104


22/104


1.4.4 BOLLARD PULL

ACTUATING FORCE AND MOMENT

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10&

B11

LOAD

(t per m

run)

Bollard Pull 0.17 0.19 0.21 0.24 0.27 0.31 0.36 0.44 0.57 0.80 1.33

LEVERARM

( m )

Bollard Pull 11.25 10.25 9.25 8.25 7.25 6.25 5.25 4.25 3.25 2.25 1.25

MOMENT(

t per m

run)

Bollard Pull 1.96 1.95 1.95 1.94 1.93 1.92 1.91 1.89 1.86 1.80 1.67

Description


Design of Quay Wall

Fishery Ha


23/104

y

1.3 STABILISING LOAD AND MOMENT-NON SEISMIC

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9

&

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11

tm/m tm/m tm/m tm/m tm/m tm/m tm/m tm/m tm/m tm/m tm/m (m) (m) (m) (m) (m) (m) (m) (m) (m) (m) (m)(t-m per

m run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

(t-mper m

run)

1.3.1.1 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 2.50 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 50.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00

1.3.1.2 L 7-10 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.50 4.50 4.50 4.50 4.50 4.50 4.50 25.00 22.50 22.50 22.50 22.50 22.50 22.50 22.50

L 5-10 5.00 5.00 5.00 5.00 5.00 5.00 6.00 5.50 5.50 5.50 5.50 30.00 27.50 27.50 27.50 27.50

Total 10.00 10.00 10.00 10.00 10.00 10.00 5.00 5.00 5.00 0.00 55.00 50.00 50.00 50.00 50.00 22.50 22.50 22.50 0.00 0.00

Block Ref

Live

Load

on

backfill

Live Load on

Wall

Moment aboutDistance of CG FromStabiling Load


Design of Quay Wall


24/104

Fish


25/104

1.3.2 DUE TO SELF-WT OF STRUCTURE

Stabiling

Load

Stabiling

Load

Along

Wall

Across

Wall

Heigh

t

Unit

WeightUpto Toe Upto Toe Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11

(m) (m) (m) (cu.m) (t/cum) (t/cum) ( t/m run) (t/m run)(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)(m) (m) (m) (m) (m) (m) (m) (m) (m) (m) (m)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m per

m run)

(t-m

per m

run)

(t-m

per m

run)

(t-m per

m run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

Moment about

Block Weight

VolumeUnit

Weight

Stabiling Load Distance of CG From

Block Ref

Block Dimensions

(t/m run)

Block Weight at

casting Yard

B5 WS 1.00 6.50 1.00 6.50 2.40 15.60 1.37 8.91 8.91 8.91 8.91 8.91 8.91 3.75 3.25 3.25 3.25 3.25 33.39 28.94 28.94 28.94 28.94RF1 1.00 0.50 0.50 0.25 2.40 0.60 1.37 0.34 0.34 0.34 0.34 0.34 0 .34 7.25 6.75 6.75 6.75 6.75 2.48 2.31 2.31 2.31 2.31

RF2 1.00 0.50 0.50 0.13 2.40 0.30 1 6.50 1.37 0.17 9.42 0.17 0.17 0.17 0.17 0.17 7.17 6.67 6.67 6.67 6 .67 1.23 1.14 1.14 1.14 1.14

B4 WS 1.00 6.00 1.00 6.00 2.40 14.40 1.37 8.22 8.22 8.22 8.22 8.22 3.50 3.00 3.00 3.00 28.77 24.66 24.66 24.66

RF1 1.00 0.5 0.5 0.25 2.40 0.60 1.37 0.34 0.34 0.34 0.34 0.34 6.75 6.25 6.25 6.25 2.31 2.14 2.14 2.14

RF2 1.00 0.5 0.5 0.13 2.40 0.30 15.30 1.37 0.17 8.73 0.17 0.17 0.17 0.17 6.17 5.67 5.67 5.67 1.06 0.97 0.97 0.97

WS 1.00 5.50 1.00 5.50 2.40 13.20 1.37 7.54 7.54 7.54 7.54 3.25 2.75 2.75 24.49 20.72 20.72

RF1 1.00 0.50 0.50 0.25 2.40 0.60 1.37 0.34 0.34 0.34 0.34 5.75 5.25 5.25 1.97 1.80 1.80

RF2 1.00 0.50 0.50 0.13 2.40 0.30 14.10 1.37 0.17 8.05 0.17 0.17 0.17 6.17 5.67 5.67 1.06 0.97 0.97

WS 1.00 5.00 1.00 5.00 2.40 12.00 1.37 6.85 6.85 6.85 3.00 2.50 20.55 17.13

RF1 1.00 0.50 0.50 0.25 2.40 0.60 1.37 0.34 0.34 0.34 5.75 5.25 1.97 1.80

RF2 1.00 0.50 0.50 0.13 2.40 0.30 12.90 1.37 0.17 7.36 0.17 0.17 5.67 5.17 0.97 0.88

WF1 1.00 0.50 0.50 0.13 2.40 0.30 1.37 0.17 0.17 0.33 0.06

WF2 1.00 0.50 0.50 0.25 2.40 0.60 1.37 0.34 0.34 0.25 0.09

BP 1.00 5.50 1.00 5.50 2.40 13.20 14.10 1.37 7.54 8.05 7.54 3.25 24.49

98.07 98.07 90.02 82.66 74.11 65.87 56.45 42.69 42.69 35.84 18.91 10.00 331.68 262.04 242.24 216.53 190.97 1 58.58 103.44 103.44 86.31 37.82 20.00

107.26 107.26 99.21 91.85 83.46 75.06 65.65 65.65 50.03 43.18 19.60 10.00 365.71 291.48 271.67 246.04 220.41 1 88.01 188.01 122.68 105.55 39.20 20.00Total load &

moment LWL

Total load &

moment HWL

B3

B2

B1


Design of Quauy Wall


26/104


1.4 SUMMARY OF TOTAL LOAD AND MOMENT - Non Seismic

1.4.1 ACTUATING FORCE AND MOMENT

LOAD(t/m) 6.14 6.00 5.87 5.75 5.64 4.89 3.61 2.49 1.52 0.72 0.18

MOMENT (t-m/m) 39.83 33.76 27.83 22.02 16.32 10.90 6.66 3.62 1.62 0.50 0.26

LOAD(t/m) 7.27 7.11 6.95 6.81 6.67 5.71 4.19 2.82 1.62 0.72 0.18

MOMENT (t-m/m) 46.47 39.37 32.34 25.46 18.72 12.32 7.38 3.88 1.67 0.51 0.26

LOAD(t/m) 15.35 13.45 11.55 9.65 7.75 5.85 4.88 3.90 2.93 1.95 0.98

MOMENT (t-m/m) 70.55 56.15 43.65 33.05 24.35 17.55 12.19 7.80 4.39 1.95 0.49

LOAD(t/m) 5.75 5.13 4.51 3.89 3.28 2.66 2.04 1.42 0.80 0.19 0.00

MOMENT (t-m/m) 26.73 21.30 16.48 12.27 8.69 5.72 3.37 1.64 0.53 0.04 0.00

LOAD(t/m) 6.10 5.27 4.45 3.63 2.80 1.98 1.15 0.33 0.00 0.00 0.00

MOMENT (t-m/m) 22.58 16.90 12.04 8.00 4.78 2.40 0.83 0.09 0.00 0.00 0.00

LOAD(t/m) 0.17 0.19 0.21 0.24 0.27 0.31 0.36 0.44 0.57 0.80 1.33

MOMENT (t-m/m) 1.96 1.95 1.95 1.94 1.93 1.92 1.91 1.89 1.86 1.80 1.67

B10 &

B11

B9 &

B10

BACKFILL

(LOW WATER

CONDITION)

B5 &

B6

B1 &

B2

BOLLARD PULL

POSITION

Unbalanced

Hydraustatic Force(Low Water Condition)

LIVE LOAD

SURCHARGE

Unbalanced

Hydraustatic Force

(High Water Condition)

FORCE

DUE TOToe

BACKFILL

(HIGH WATER

CONDITION)

B8 &

B9

B6 &

B7

B7 &

B8

B2 &

B3

B3 &

B4B4 & B5


Design of Quay Wall

Fi h H b B k


27/104


1.4.2 STABILISING FORCE AND MOMENT

LOAD(t/m) 98.07 90.02 82.66 74.11 65.87 56.45 42.69 42.69 35.84 18.91 10.00

MOMENT (t-m/m) 331.68 262.04 242.24 216.53 190.97 158.58 103.44 103.44 86.31 37.82 20.00

LOAD(t/m) 107.26 99.21 91.85 83.46 75.06 65.65 65.65 50.03 43.18 19.60 10.00

MOMENT (t-m/m) 365.71 291.48 271.67 246.04 220.41 188.01 188.01 122.68 105.55 39.20 20.00

LOAD(t/m) 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00

MOMENT (t-m/m) 50.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00

LOAD(t/m) 10.00 10.00 10.00 10.00 10.00 10.00 5.00 5.00 5.00 0.00 0.00

MOMENT (t-m/m) 55.00 50.00 50.00 50.00 50.00 22.50 22.50 22.50 0.00 0.00 0.00

B10 &

B11

LIVE LOAD

SURCHARGE

on backfill

B9 &

B10

SELF-WT

(HIGH WATER

CONDITION)

SELF-WT(LOW WATER

CONDITION)

LIVE LOAD

SURCHARGE

on Wall

B6 &

B7

B7 &

B8

B2 &

B3

B3 &

B4B4 & B5

B8 &

B9

FORCE

DUE TOToe

B1 &

B2POSITION

B5 &

B6


Design of Quay Wall


28/104


29/104



30/104


1.6 STABILITY CHECK 59.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00

LOAD

COMBToe B1 & B2 B2 & B3 B3 & B4 B4 & B5 B5 & B6 B6 & B7 B7 & B8

B8 &

B9

B9 &

B10

B10 &

B11

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.00

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

HWL Actuating Load t/m 11.88 11.13 10.38 9.64 8.92 7.55 5.65 3.91 2.33 0.91 0.18

Actuating Moment tm/m 66.56 55.06 44.30 34.29 25.01 16.62 10.03 5.26 2.15 0.54 0.26

Stabilising Load t/m 98.07 90.02 82.66 74.11 65.87 56.45 42.69 42.69 35.84 18.91 10.00

Stabilising Moment tm/m 331.68 262.04 242.24 216.53 190.97 158.58 103.44 103.44 86.31 37.82 20.00

0.30 0.20 0.11 0.29 0.48 0.49 0.31 0.20 0.15 0.03 0.03

safe safe safe safe safe safe safe safe safe safe safe

4.95 4.85 4.78 4.61 4.43 4.49 4.54 6.56 9.24 12.51 33.24

Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

4.98 4.76 5.47 6.31 7.63 9.54 10.31 19.67 40.16 70.25 78.03

Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safease

a Side (t/m2) 21.19 22.34 18.62 17.76 16.26 13.98 11.74 10.59 8.47 4.93 2.60

safe safe safe safe safe safe safe safe safe safe safeLand Side (t/m

2) 11.50 13.67 14.44 9.20 5.70 4.84 5.34 6.49 5.86 4.53 2.40


1

Against Sliding

Against Over Turning

Factor of

safety

Description

Zsea side

Zland side

Eccentricity (e) (m)


Design of Quay Wall



31/104

y

LOAD

COMB Toe B1 & B2 B2 & B3 B3 & B4 B4 & B5 B5 & B6 B6 & B7 B7 & B8

B8 &

B9

B9 &

B10

B10 &

B11Description

LWL Actuating Load t/m 13.37 12.38 11.40 10.43 9.48 7.69 5.34 3.15 1.62 0.72 0.18




0.23 0.13 0.03 0.20 0.38 0.36 -0.24 0.13 0.09 0.03 0.03


4.81 4.81 4.83 4.80 4.75 5.13 7.38 9.52 15.95 16.29 33.24Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

5.30 5.18 6.12 7.35 9.38 12.78 22.90 30.89 63.16 76.48 78.03


Sea Side (t/m2) 22.06 22.92 18.93 18.53 17.23 14.88 9.36 11.54 9.61 5.09 2.60


Land Side (t/m2) 13.69 16.77 17.81 11.82 7.80 7.00 16.89 8.48 7.66 4.71 2.40



Against Sliding


Factor of

safety


Design of Quay Wall



32/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.006.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.69 0.49 0.30 0.38 0.47 0.79 0.33 0.13 0.55 0.13 0.07


2.38 2.44 2.54 2.62 2.73 2.98 2.72 3.67 4.67 3.97 5.19


2.82 2.81 3.32 3.96 4.88 5.30 5.67 9.64 13.20 15.20 26.89


PressureSea Side (t/m

2) 30.45 31.81 25.10 21.67 18.65 19.82 13.26 11.06 13.53 5.66 2.78


Land Side (t/m

2

) 5.57 8.19 11.97 8.92 6.64 2.33 5.82 8.01 2.81 3.79 2.22safe safe safe safe safe safe safe safe safe safe safe

2

Factor of

safety

Zland side

Zsea side



Against Sliding


Design of Quay Wall



33/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description





0.60 0.40 0.21 0.29 0.38 0.64 -0.19 0.08 0.44 0.13 0.07


2.45 2.54 2.66 2.79 2.96 3.35 4.15 4.68 6.35 4.40 5.19Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe Safe

3.01 3.04 3.65 4.45 5.65 6.52 10.32 12.33 17.42 15.92 26.89



2) 31.32 32.39 25.40 22.44 19.62 20.72 10.89 12.01 14.67 5.82 2.78


Land Side (t/m2) 7.76 11.29 15.34 11.54 8.74 4.49 17.37 10.00 4.61 3.98 2.22


Factor of

safety

Against Sliding




Design of Quay Wall



34/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.006.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.66 0.49 0.33 0.45 0.58 0.84 0.38 0.24 0.53 0.06 0.02


2.82 2.93 3.08 3.24 3.45 3.87 3.86 5.20 6.95 8.17 15.58


3.18 3.17 3.78 4.55 5.69 6.47 7.47 12.71 19.32 31.27 80.67


Sea Side (t/m2) 35.45 38.21 31.50 28.28 25.31 26.48 19.66 17.46 19.93 10.66 7.78


Land Side(t/m

2

)7.24 9.79 13.57 9.58 6.64 2.33 7.42 9.61 4.41 8.79 7.22


3 Zsea sideZland side

Against SlidingFactor of

safety




Design of Quay Wall



35/104

LOAD

COMB

Toe B1 & B2 B2 & B3 B3 & B4 B4 & B5 B5 & B6 B6 & B7 B7 & B8B8 &

B9

B9 &

B10

B10 &

B11

Description





0.59 0.42 0.25 0.37 0.50 0.72 -0.04 0.19 0.45 0.06 0.02


2.87 3.00 3.19 3.39 3.66 4.24 5.32 6.38 8.99 8.89 15.58


3.37 3.39 4.11 5.05 6.49 7.76 12.28 15.73 24.02 32.16 80.67


Sea Side (t/m2) 36.32 38.79 31.80 29.05 26.28 27.39 17.29 18.41 21.07 10.82 7.78


Land Side (t/m2) 9.43 12.89 16.94 12.20 8.74 4.49 18.97 11.60 6.21 8.98 7.22



safety




Design of Quay Wall



36/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.006.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.33 0.26 0.18 0.39 0.60 0.62 0.37 0.30 0.28 0.01 0.01


5.96 5.93 5.93 5.86 5.78 6.08 6.66 9.63 14.40 25.73 99.72


5.73 5.49 6.37 7.48 9.23 11.95 14.30 27.27 58.77 144.54 234.09


Sea Side (t/m2) 26.19 28.74 25.02 24.37 22.92 20.64 18.14 16.99 14.87 9.93 7.60


Land Side (t/m2) 13.16 15.27 16.04 9.86 5.70 4.84 6.94 8.09 7.46 9.53 7.40


4


safetyAgainst Over Turning


Zsea side

Zland side


Design of Quay Wall



37/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11

Description





0.28 0.19 0.11 0.31 0.51 0.51 -0.07 0.23 0.22 0.01 0.01


5.71 5.78 5.89 5.95 6.02 6.69 9.63 13.33 23.34 32.91 99.72


6.02 5.89 7.02 8.55 11.08 15.49 27.77 40.97 87.10 154.52 234.09


Sea Side (t/m2) 27.06 29.32 25.33 25.14 23.89 21.55 15.76 17.94 16.01 10.09 7.60


Land Side (t/m2) 15.36 18.37 19.41 12.48 7.80 7.00 18.49 10.08 9.26 9.71 7.40



Factor of

safety

Against Sliding



Design of Quay Wall



38/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.006.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.32 0.22 0.13 0.32 0.51 0.52 0.36 0.24 0.20 0.12 0.19


4.88 4.77 4.68 4.50 4.30 4.31 4.26 5.89 7.42 6.65 3.96


4.84 4.60 5.24 5.98 7.09 8.55 8.66 14.47 21.54 16.17 10.40


Sea Side (t/m2) 21.52 22.81 19.09 18.14 16.58 14.30 12.19 11.04 8.92 5.60 3.22


Land Side (t/m2) 11.17 13.20 13.97 8.81 5.38 4.52 4.88 6.03 5.42 3.85 1.78


5


Zsea side

Zland side



safety


Design of Quay Wall



39/104

LOAD

COMB


B9

B9 &

B10

B10 &

B11

Description





0.25 0.15 0.05 0.23 0.40 0.39 -0.21 0.17 0.14 0.12 0.19


4.75 4.74 4.75 4.69 4.62 4.93 6.91 8.35 11.80 7.73 3.96


5.15 5.01 5.86 6.95 8.66 11.30 18.58 20.94 29.92 16.95 10.40


Sea Side (t/m2) 22.39 23.39 19.39 18.92 17.55 15.20 9.82 11.99 10.06 5.77 3.22


Land Side (t/m2) 13.36 16.30 17.34 11.43 7.47 6.68 16.44 8.02 7.21 4.03 1.78



safetyAgainst Over Turning



Design of Quay Wall



40/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.00

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.71 0.51 0.32 0.41 0.50 0.82 0.37 0.17 0.59 0.23 0.24


2.37 2.42 2.51 2.58 2.69 2.91 2.63 3.47 4.21 3.10 2.41


2.78 2.76 3.25 3.85 4.70 5.02 5.22 8.42 10.28 8.82 8.30


Sea Side (t/m2) 30.78 32.28 25.56 22.05 18.97 20.14 13.72 11.52 13.97 6.34 3.40


Land Side (t/m2) 5.25 7.72 11.50 8.54 6.32 2.01 5.36 7.56 2.36 3.12 1.60



Against Sliding



Factor of

safety


Design of Quay Wall



41/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description





0.62 0.42 0.23 0.31 0.41 0.67 -0.16 0.11 0.47 0.22 0.24


2.43 2.52 2.64 2.76 2.92 3.28 4.01 4.40 5.65 3.39 2.41


2.97 2.99 3.58 4.32 5.43 6.16 9.44 10.63 13.33 9.20 8.30


Sea Side (t/m2) 31.65 32.86 25.87 22.83 19.94 21.04 11.35 12.46 15.11 6.50 3.40


Land Side (t/m2) 7.44 10.82 14.87 11.16 8.41 4.17 16.91 9.55 4.16 3.30 1.60



Against Sliding


Factor of

safety


Design of Quay Wall



42/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.006.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.68 0.51 0.35 0.47 0.60 0.86 0.41 0.27 0.56 0.11 0.08


2.80 2.91 3.05 3.20 3.40 3.79 3.73 4.92 6.27 6.38 7.23


3.14 3.11 3.70 4.42 5.48 6.13 6.88 11.10 15.05 18.15 24.89


Sea Side (t/m2) 35.78 38.68 31.96 28.66 25.64 26.80 20.12 17.92 20.37 11.34 8.40


Land Side (t/m2) 6.91 9.32 13.10 9.20 6.32 2.01 6.96 9.16 3.96 8.12 6.60




Factor of

safety

Against Sliding



Design of Quay Wall



43/104

LOAD

COMB


B9

B9 &

B10

B10 &

B11

Description





0.60 0.43 0.27 0.39 0.52 0.74 -0.02 0.21 0.48 0.11 0.08


2.85 2.98 3.16 3.35 3.60 4.15 5.14 6.01 7.99 6.84 7.23


3.33 3.34 4.02 4.91 6.23 7.33 11.23 13.56 18.39 18.58 24.89


Sea Side (t/m2) 36.65 39.26 32.27 29.44 26.61 27.71 17.75 18.86 21.51 11.50 8.40


Land Side (t/m2) 9.11 12.42 16.47 11.82 8.41 4.17 18.51 11.15 5.76 8.30 6.60


Factor of

safety

Against Sliding




Design of Quay Wall



44/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.00

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.35 0.27 0.20 0.41 0.62 0.65 0.40 0.33 0.31 0.06 0.06


5.87 5.83 5.82 5.72 5.61 5.84 6.26 8.65 11.56 13.67 11.89


5.57 5.30 6.10 7.08 8.57 10.71 12.01 20.07 31.53 33.28 31.20


Sea Side (t/m2) 26.52 29.21 25.49 24.75 23.24 20.96 18.59 17.44 15.32 10.60 8.22


Land Side (t/m2) 12.84 14.80 15.57 9.47 5.38 4.52 6.48 7.63 7.02 8.85 6.78


8Zland side

Zsea side

Against Sliding



Factor of

safety


Design of Quay Wall



45/104

LOAD


B8 &

B9

B9 &

B10

B10 &

B11Description





0.29 0.21 0.13 0.33 0.53 0.53 -0.04 0.26 0.25 0.06 0.06


5.64 5.69 5.78 5.82 5.85 6.43 9.01 11.68 17.27 15.61 11.89


5.85 5.69 6.73 8.08 10.24 13.70 22.53 27.76 41.25 34.25 31.20


Sea Side (t/m2) 27.39 29.79 25.79 25.53 24.22 21.87 16.22 18.39 16.46 10.77 8.22


Land Side (t/m2) 15.03 17.90 18.94 12.09 7.47 6.68 18.04 9.62 8.81 9.03 6.78

safesafesafe safe safesafesafe safe safesafesafe

Base

Pressure


Factor of

safety

Against Sliding



Design of Quay Wall

Fishery Harbo

2.1 ACTUATING FORCES AND MOMENTS-SEISMIC CASE


46/104

2.1.1 BACKFILL EARTH -UPWARD SEISMIC

2.1.1. Pressure - High Water Condition

kaka

(horz.) bulk sub

B11 1.00 1.000 36 0 36 90 0.285 0.230 1.85 - p1 p1 = 0.230 x 1.85 x 1 = 0.426

0.400 36 0 36 90 0.285 0.230 1.85 - p2p3

p2 = 0.426 p3 = 0.230 x 1.85 x 0.4=

0.600 36 0 36 90 0.285 0.230 1.85 0.82 p4p5

p4 = p2 + p3 =

B9 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p6p7

p6 = p4 + p5 = p7 = 0.189

B8 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p8p9

p8 = p6 + p7 = p9 = 0.189

B7 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p10p11

p10 = p8 + p9 = 1.229 p11 = 0.189

B6 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p12 p12 = p10 + p11 = 1.417p13

p13 = 0.189

0.500 36 0 24 90 0.285 0.260 1.85 0.82 p14 p15p14= 0.260x{1.85x(1+0.4+0.6)+0.82x(1+1x 3) }= 1.81 p15

0.500 36 0 24 135 0.035 0.032 1.85 0.82p16

p17 p16= 0.032x{1.85x(1+0.4+0.6)+0.82x(1+1x 3+0.5)} =0.236 p17= 0.01

B4 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p18 p19 p18=p16+p17= p19= 0.032 x 0.82 x 1 = 0.03

B3 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p20p21

p20=p18+p19= p21= 0.032 x 0.82 x 1 = 0.03

B2 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p22 p22=p20+p21 = p23 p23= 0.032 x 0.82 x 1 = 0.03

B1 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p24 p24=p22+p23 = 0.328 p25 p25= 0.032 x 0.82 x 1 = 0.03

0.11

0.28

0.30

0.852 0.230 x 0.82 x 1 =

0.032 x 0.82 x 0.5 =

0.25

Block

Ref.

Height

Detail (m)

Backfill Soil Data


B5 1.00

0.230 x 0.82 x 1 =

B10 1.00

0.170

0.60 p5 = 0.230 x 0.82 x 0.6 = 0.26

0.260 x 0.82 x 0.5 =

1.040 0.230 x 0.82 x 1 =

0.230 x 0.82 x 1 =


Design of Quay Wall


47/104

Fishery Harbo

2.1..1.3 Pressure - Low Water Condition


48/104

ka ka(horz.) bulk sub

B11 1.00 1.00 36 0 36 90 0.285 0.230 1.85 - p1 p1= 0.230 x 1.85 x 1 = 0.426

B10 1.00 1.00 36 0 36 90 0.285 0.230 1.85 - p2p3

p2 = 0.426 0.230 x 1.85 x 1 =

B9 1.00 1.00 36 0 36 90 0.285 0.230 1.85 - p4p5

0.230 x 1.85 x 1 =

0.200 36 0 36 90 0.285 0.230 1.85 - p6p7

p6 = p4 + p5 = 0.230 x 1.85 x 0.2 =

0.800 36 0 36 90 0.285 0.230 1.85 0.82 p8 p8 = p6 + p7 =p9

0.230 x 0.82 x 0.8 =

B7 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p10 p10 = p8 + p9 = 0.230 x 0.82 x 1 =

B6 1.00 1.000 36 0 36 90 0.285 0.230 1.85 0.82 p12 p12=p10+p11=p13

0.230 x 0.82 x 1 =

0.500 36 0 24 90 0.285 0.260 1.85 0.82 p14 p15p14= 0.260x{1.85x(1+1+1+0.2)+0.82x(0.8+1x 2) }= 2.1 p15=

0.500 36 0 24 135 0.035 0.032 1.85 0.82p16

P17 p16= 0.032x{1.85x(1+1+1+0.2)+0.82x(0.8+1x 2+0.5) }= 0.276p17= 0.01

B4 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p18 p19 p18=p16+p17= p19= 0.032 x 0.82 x 1 = 0.03

B3 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p20p21

p20=p18+p19= p21= 0.032 x 0.82 x 1 = 0.03

B2 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p22 p22=p20+p21 = p23 p23= 0.032 x 0.82 x 1 = 0.03

B1 1.00 1.000 36 0 24 135 0.035 0.032 1.85 0.82 p24 p24=p22+p23 = p25 p25= 0.032 x 0.82 x 1 = 0.03

0.32

0.34

0.37

B8 1.00

1.70

0.289

0.189

0.260 x 0.82 x 0.5 =

0.032 x 0.82 x 0.5 =

1.36 p9 = 0.15

p13 =

0.19

0.09

Block

Ref.

Height Detail

(m)

Backfill Soil Data

p3 =


p4 = p2 + p3 = 0.85 p5 = 0.43

0.43

B5 1.00

1.51p11

p11 =

1.28 p7 =


Design of Quay Wall


49/104



50/104

2.1.2 Live Load Surcharge

2.1.2.1 Pressure

ka ka (horz.) q

B11 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls1 0.29

B10 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls2 0.29

B9 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls3 0.29

B8 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls4 0.29

B7 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls5 0.29

B6 1.00 1.00 36.00 0.00 36.00 90.00 0.285 0.230 1.25 plls6 0.29

0.50 36.00 0.00 24.00 90.00 0.285 0.26 1.25 plls7 plls7 = 0.26 x 1.25 = 0.33

0.50 36.00 0.00 24.00 135.00 0.035 0.03 1.25 plls8 plls8 = 0.03 x 1.25 = 0.04

B4 1.00 1.00 36.00 0.00 24.00 135.00 0.035 0.03 1.25 plls9 plls9 = 0.03 x 1.25 = 0.04

B3 1.00 1.00 36.00 0.00 24.00 135.00 0.035 0.03 1.25 plls10 plls10 = 0.03 x 1.25 = 0.04

B2 1.00 1.00 36.00 0.00 24.00 135.00 0.035 0.03 1.25 plls11 plls11 = 0.03 x 1.25 = 0.04

B1 1.00 1.00 36.00 0.00 24.00 135.00 0.035 0.03 1.25 plls12 plls12 = 0.03 x 1.25 = 0.04

plls5 = 0.230 x 1.25 =

plls1 = 0.230 x 1.25 =

plls2 = 0.230 x 1.25 =

plls3 = 0.230 x 1.25 =

plls4 = 0.230 x 1.25 =

Block

Ref.

Height Detail

(m)

Backfill Soil Data

Computation of pressure (t/m2per m run)

B5 1.00

plls6 = 0.230 x 1.25 =


Design of Quay Wall

Fishery Harbo

2.1.2.2 Live Load Surcharge Forces & Moment -

Description Moment about (t-m per m run)Dist of CG from (m)Actuating Force(t per m run)


51/104

Block

Ref

Force

Ref.

Pressure

(t/m2per m

run)

Height

Force

(t per

m run)

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B11 plls1 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 10.50 9.50 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 3.02 2.73 2.44 2.16 1.87 1.58 1.29 1.01 0.72 0.43

B10 plls2 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 9.50 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 2.73 2.44 2.16 1.87 1.58 1.29 1.01 0.72 0.43 0.14

B9 plls3 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 8.50 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 2.44 2.16 1.87 1.58 1.29 1.01 0.72 0.43 0.14

B8 plls4 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 7.50 6.50 5.50 4.50 3.50 2.50 1.50 0.50 2.16 1.87 1.58 1.29 1.01 0.72 0.43 0.14

B7 plls5 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29 6.50 5.50 4.50 3.50 2.50 1.50 0.50 1.87 1.58 1.29 1.01 0.72 0.43 0.14

B6 plls6 0.29 1.00 0.29 0.29 0.29 0.29 0.29 0.29 0.29 5.50 4.50 3.50 2.50 1.50 0.50 1.58 1.29 1.01 0.72 0.43 0.14

plls7 0.33 0.50 0.16 0.16 0.16 0.16 0.16 0.16 4.75 3.75 2.75 1.75 0.75 0.77 0.61 0.45 0.28 0.12

plls8 0.04 0.50 0.02 0.02 0.02 0.02 0.02 0.02 4.25 3.25 2.25 1.25 0.25 0.08 0.06 0.04 0.02 0.005

B4 plls9 0.04 1.00 0.04 0.04 0.04 0.04 0.04 3.50 2.50 1.50 0.50 0.13 0.09 0.06 0.02

B3 plls10 0.04 1.00 0.04 0.04 0.04 0.04 2.50 1.50 0.50 0.09 0.06 0.02

B2 plls11 0.04 1.00 0.04 0.04 0.04 1.50 0.50 0.06 0.02

B1 plls12 0.04 1.00 0.04 0.04 0.50 0.02

2.06 2.02 1.98 1.94 1.91 1.73 1.44 1.15 0.86 0.58 14.95 12.91 10.91 8.95 7.03 5.18 3.59 2.30 1.29 0.58Total

B5

p ( p )( )g ( p )


Design of Quay Wall


52/104


53/104

Fishery Ha

Alon

g

Wall

Across

WallHeight Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10 &

B11Toe

B1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

Block Dimensions

Volum

e

Block Ref

Seismic Load Distance of CG From

Unit

WeightSeis

mic

Co-

WeightSeismi

c Wt

Moment about


54/104

(m) (m) (m) (cu.m) (t/cum)(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)

(t/m

run)(m) (m) (m) (m) (m) (m) (m) (m) (m) (m) (m)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

(t-m

per m

run)

efficie

nt

B5 WS 1.00 6.50 1.00 6.50 1.37 8.91 -0.04 -0.36 -0.36 -0.36 -0.36 -0.36 -0.36 3.75 3.25 3.25 3.25 3.25 -1.34 -1.16 -1.16 -1.16 -1.16

RF1 1.00 0.50 0.50 0.25 1.37 0.34 -0.04 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 7.25 6.75 6.75 6.75 6.75 -0.10 -0.09 -0.09 -0.09 -0.09

RF2 1.00 0.50 0.50 0.25 1.37 0.34 -0.04 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 7.17 6.67 6.67 6.67 6.67 -0.10 -0.09 -0.09 -0.09 -0.09

B4 WS 1.00 6.00 1.00 6.00 1.37 8.22 -0.04 -0.33 -0.33 -0.33 -0.33 -0.33 3.50 3.00 3.00 3.00 -1.15 -0.99 -0.99 -0.99

RF1 1.00 0.5 0.5 0.25 1.37 0.34 -0.04 -0.01 -0.01 -0.01 -0.01 -0.01 6.75 6.25 6.25 6.25 -0.09 -0.09 -0.09 -0.09

RF2 1.00 0.5 0.5 0.13 1.37 0.17 -0.04 -0.01 -0.01 -0.01 -0.01 -0.01 6.17 5.67 5.67 5.67 -0.04 -0.04 -0.04 -0.04

WS 1.00 5.50 1.00 5.50 1.37 7.54 -0.04 -0.30 -0.30 -0.30 -0.30 3.25 2.75 2.75 -0.98 -0.83 -0.83

RF1 1.00 0.50 0.50 0.25 1.37 0.34 -0.04 -0.01 -0.01 -0.01 -0.01 5.75 5.25 5.25 -0.08 -0.07 -0.07

RF2 1.00 0.50 0.50 0.13 1.37 0.17 -0.04 -0.01 -0.01 -0.01 -0.01 6.17 5.67 5.67 -0.04 -0.04 -0.04

WS 1.00 5.00 1.00 5.00 1.37 6.85 -0.04 -0.27 -0.27 -0.27 3.00 2.50 -0.82 -0.69

RF1 1.00 0.50 0.50 0.25 1.37 0.34 -0.04 -0.01 -0.01 -0.01 5.75 5.25 -0.08 -0.07

RF2 1.00 0.50 0.50 0.13 1.37 0.17 -0.04 -0.01 -0.01 -0.01 5.67 5.17 -0.04 -0.04

WF1 1.00 0.50 0.50 0.13 1.37 0.17 -0.04 -0.01 -0.01 0.33 0.00

WF2 1.00 0.50 0.50 0.25 1.37 0.34 -0.04 -0.01 -0.01 0.25 0.00

BP 1.00 5.50 1.00 5.50 1.37 7.54 -0.04 -0.30 -0.30 3.25 -0.98

-4.30 -3.98 -3.68 -3.36 -3.01 -2.63 -2.00 -1.35 -1.41 -0.78 -0.40 -14.68 -11.84 -11.05 -10.11 -9.00 -7.66 -5.04 -3.29 -3.43 -1.57 -0.80

-3.86 -3.40 -3.11 -2.80 -2.45 -2.06 -1.51 -0.89 -0.97 -0.69 -0.40 -13.14 -9.92 -9.12 -8.23 -7.12 -5.78 -3.58 -1.88 -2.07 -1.37 -0.80

Total Load &

Moment -LWL

Total Load &

Moment -HWL

B3

B2

B1


Design of Quay Wall



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2.3 SUMMARY OF TOTAL LOAD AND MOMENT

2.3.1 ACTUATING FORCE AND MOMENT (IMPOSED LOADS ARE TAKEN AS 50% OF THE ORIGINAL)

LOAD(t/m length) 8.03 7.69 7.37 7.08 6.82 5.77 4.25 2.93 1.80 0.85 0.21

MOMENT (t-m/m) 48.92 41.06 33.53 26.30 19.35 12.85 7.85 4.27 1.91 0.59 0.09

LOAD(t/m length) 6.61 6.61 6.28 5.64 4.94 4.19 3.46 2.85 2.24 1.62 0.95

MOMENT (t-m/m) 41.87 35.25 28.82 22.87 17.59 13.04 9.22 6.06 3.52 1.59 0.47

LOAD(t/m length) 14.64 14.30 13.66 12.72 11.76 9.95 7.72 5.78 4.03 2.47 1.16

MOMENT (t-m/m) 90.79 76.32 62.35 49.18 36.95 25.90 17.07 10.33 5.43 2.18 0.56

LOAD(t/m length) 9.32 8.95 8.60 8.27 7.97 6.73 4.94 3.33 1.92 0.85 0.21

MOMENT (t-m/m) 56.60 47.45 38.68 30.24 22.12 14.53 8.71 4.58 1.97 0.60 0.09

LOAD(t/m length) 7.85 7.19 6.86 6.22 5.52 4.76 4.04 3.43 2.97 1.86 0.95

MOMENT (t-m/m) 47.56 40.06 33.05 26.53 20.67 15.54 11.14 7.41 4.30 1.88 0.47

LOAD(t/m length) 17.17 16.14 15.46 14.49 13.49 11.50 8.98 6.76 4.89 2.72 1.16

MOMENT (t-m/m) 104.17 87.52 71.73 56.77 42.80 30.08 19.85 11.99 6.27 2.48 0.56

LOAD(t/m length) 1.03 1.01 0.99 0.97 0.95 0.86 0.72 0.58 0.43 0.29 0.00

MOMENT (t-m/m) 7.48 6.46 5.46 4.48 3.51 2.59 1.80 1.15 0.65 0.29 0.07

LOAD(t/m length) 5.75 5.13 4.51 3.89 3.28 2.66 2.04 1.42 0.80 0.19 0.00

MOMENT (t-m/m) 26.73 21.30 16.48 12.27 8.69 5.72 3.37 1.64 0.53 0.04 0.00

LOAD(t/m length) 6.10 5.27 4.45 3.63 2.80 1.98 1.15 0.33 0.00 0.00 0.00

MOMENT (t-m/m) 22.58 16.90 12.04 8.00 4.78 2.40 0.83 0.09 0.00 0.00 0.00

LOAD(t/m length) 0.09 0.10 0.11 0.12 0.13 0.15 0.18 0.22 0.29 0.40 0.67

MOMENT (t-m/m) 0.98 0.98 0.97 0.97 0.97 0.96 0.95 0.94 0.93 0.90 0.83

FORCE

DUE TO

SEISMIC

(LOW WATER CONDITION)

BOLLARD PULL

Unbalanced Hydraustatic

Force(Low Water Condition)

LIVE LOAD SURCHARGE

Unbalanced Hydraustatic

Force

(High Water Condition)

BACKFILL

(HIGH WATER CONDITION)

SEISMIC


BACKFILL


BACKFILL+SEISMIC(LOW WATER CONDITION)

B5 & B6B1 &

B2

B2 &

B3Toe

B10 &

B11

B9 &

B10

BACKFILL+SEISMIC


B8 &

B9

B7 &

B8POSITION

B3 &

B4

B4 &

B5B6 & B7


Design of Quay Wall



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2.3.2 STABILISING FORCE AND MOMENT (IMPOSED LOADS ARE TAKEN AS 50% OF THE ORIGINAL)

LOAD(t/m) 94.21 86.62 79.55 71.32 63.43 54.39 41.18 41.80 34.88 18.22 9.60

MOMENT (t-m/m) 318.55 252.13 233.11 208.30 183.85 152.80 99.86 101.56 84.24 36.45 19.20

LOAD(t/m) 102.96 95.24 88.17 80.10 72.06 63.02 63.64 48.68 41.77 18.82 9.60

MOMENT (t-m/m) 351.04 279.63 260.62 235.93 211.41 180.36 182.97 119.38 102.12 37.63 19.20

LOAD(t/m) 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00

MOMENT (t-m/m) 25.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00

LOAD(t/m) 5.00 5.00 5.00 5.00 5.00 5.00 2.50 2.50 2.50 0.00 0.00

MOMENT (t-m/m) 27.50 25.00 25.00 25.00 25.00 11.25 11.25 11.25 0.00 0.00 0.00

B9 &

B10

B3 &

B4

B4 &

B5B5 & B6

B7 &

B8

B8 &

B9

FORCE

DUE TOToe

B1 &

B2B6 & B7POSITION

B2 &

B3

LIVE LOAD SURCHARGE

on backfill

SELF-WT+SEISMIC


SELF-WT+SEISMIC


LIVE LOAD SURCHARGE

on Wall

B10 &

B11


Design of Quay Wall



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2.4 LOAD COMBINATION

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

Actuating Force t/m 20.39 19.43 18.17 16.62 15.04 12.61 9.76 7.20 4.84 2.66 1.16



Stabi lising Moment tm/m 318.55 252.13 233.11 208.30 183.85 152.80 99.86 101.56 84.24 36.45 19.20
















Stabilising Moment tm/m 371.05 297.13 278.11 253.30 228.85 184.05 131.11 132.81 104.24 56.45 39.20Actuating Force t/m 24.29 22.43 20.90 19.08 17.24 14.34 10.85 7.66 5.32 3.00 1.16




2.0

3.0

Load Reference

WALL +

BACKFILL

HWL

LWL

LOAD Case Ref.

1.0

LWL

1.0 +LL

Surcharge

on BackfillHWL

LWL

1.0 +LL

Surcharge

on Backfill

& Wall

HWL


Design of Quay Wall



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ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

Load Reference

LOAD Case Ref.







Stabilising Load t/m 117.96 110.24 103.17 95.10 87.06 78.02 76.14 61.18 54.27 28.82 19.60Stabilising Moment tm/m 403.54 324.63 305.62 280.93 256.41 211.61 214.22 150.63 122.12 57.63 39.20

















HWL

LWL

6.0

4.0

5.0

LWL

1.0 +Bollard

Pull HWL

HWL

LWL

2.0 +Bollard

Pull

1.0 +LL

Surcharge

on Wall

Only


Design of Quay Wall



59/104

ToeB1 &

B2

B2 &

B3

B3 &

B4

B4 &

B5

B5 &

B6

B6 &

B7

B7 &

B8

B8 &

B9

B9 &

B10

B10

&

B11

Load Reference

LOAD Case Ref.







Stabilising Load t/m 117.96 110.24 103.17 95.10 87.06 78.02 76.14 61.18 54.27 28.82 19.60Stabilising Moment tm/m 403.54 324.63 305.62 280.93 256.41 211.61 214.22 150.63 122.12 57.63 39.20









8.0

HWL

LWL

3.0 +Bollard

Pull

7.0

4.0 +Bollard

Pull

LWL

HWL


Design of Quay Wall


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LOAD

COMB

Toe B1 & B2 B2 & B3 B3 & B4 B4 & B5 B5 & B6 B6 & B7 B7 & B8 B8 & B9B9 &

B10

B10 &

B11

Description





0.82 0.66 0.490 0.61 0.73 0.65 -0.05 0.30 0.21 0.13 0.06


2.66 2.67 2.66 2.65 2.65 2.81 3.77 4.12 5.13 4.16 4.96


2.77 2.68 3.12 3.64 4.44 5.55 8.85 9.88 16.29 15.14 34.08


Base


2) 31.26 34.14 28.00 24.30 20.73 17.37 11.97 13.19 10.41 5.64 2.61


Land Side (t/m2) 3.06 3.96 7.27 4.82 3.29 3.64 13.49 6.28 6.30 3.77 2.19


Factor of

safety


Against Sliding



Design of Quay Wall



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LOAD

COMB

Toe B1 & B2 B2 & B3 B3 & B4 B4 & B5 B5 & B6 B6 & B7 B7 & B8 B8 & B9B9 &

B10

B10 &

B11

Description

BASE AREA 6.00 5.00 5.00 5.50 6.00 6.00 5.00 5.00 5.00 4.00 4.00

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67

6.00 4.17 4.17 5.04 6.00 6.00 4.17 4.17 4.17 2.67 2.67





0.77 0.61 0.44 0.56 0.67 0.81 0.47 0.25 0.42 0.14 0.07


2.78 2.69 2.65 2.60 2.57 2.64 2.50 3.42 4.26 3.71 4.96


2.77 2.66 3.06 3.54 4.25 4.80 5.00 8.60 12.76 14.56 30.22


Base


2) 29.30 31.76 25.92 22.31 19.00 17.95 13.61 11.52 11.27 5.50 2.64


Land Side(t/m

2

)3.77 4.89 7.90 5.45 3.81 1.84 3.86 6.20 3.68 3.62 2.16


2


Against Sliding

Eccentric

QW Design Barka

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