Design of Pile Foundation for Unit 2 of

Design of Pile Foundation for Unit-2 of Berth No. 7 at Mormugao Port

Sheet No.: 1

INTRODUCTION AND DESIGN BASIS:

In this design note, the revised design calculation for piles of Unit-2 of Berth No. 7 at Mormugao Port is presented

incorporating the comments offered by Ms. PMC Projects India Pvt. Ltd. (PMC) and M/s. Howe India Pvt.

Ltd.(HIPL), the proof consultants for AMPTPL on the initial submiission. The Berth has been broadly divided in two

units viz. Unit-1 and Unit-2, which are shown in the enclosed General Arrangement Drawing of the Berth. The

overall length and width of Unit-2 of the Berth is 137.600 m and 28.475 m respectively. The centre to centre

distance of pile bents is generally kept as 8.000m, excepting at two locations, where pile bents have been provided

at closer spacing for functional requirement. The general arrangement of the Berth has been shown in Drawing

No. 2010-11/E-465/01.

The Berth Unit has been designed for berthing and mooring of wide range of vessels varying from 20000 DWT to

160000 DWT capacity. The Design Basis for design of the Berth Structure has been prepared by AMPTPL. This

design calculation has been prepared based on the design data available in the document stated above.

The berthing energy for different capacities of vessels has been calculated as per the provision of clause 5.2 of IS:

4651 (Part-III) with the details of vessels given in the Design Brief stated above. Suitable high quality super-cone

rubber fenders have been proposed to reduce the reaction force transferred to the berth. 150 t Mooring pull has

been also considered in design. The live loads for which the Berth has to designed are defined in the Design Brief

excepting the conveyor load, load data for which are not available. However, considering the fact that conveyor

load is normally less and the portion of the Berth it will occupy has been considered to be loaded with 30 kN/m

2

of

uniformly distributed live load in this design, it may be concluded that this approach is on the safer side so far as the

pile design is concerned.

As was stated above, the Berth will have rock bund behind with reclaimed land. Thus, there will be a distinct

difference in the behaviour of the Berth structure against the transverse horizontal forces acting towards (negative

Z direction) and away from (positive Z direction) the Berth. For horizontal forces acting in the direction of the berth

(negative Z direction) viz. berthing force, crane leg force, wind and seismic force, the movement of the berth will be

restricted because of the rock bund and land mass behind and the horizontal forces can get directly transferred to

rock bund and soil mass with very less force getting transferred to sub soil through piles. At the most the Berth

structure may move towards the land side for a few mm only because of the compressibility of the soil after which it

will not be able to move further. Thus for horizontal forces acting in the negative Z direction, the Berth structure

may be considered to have transverse lateral support at end of all transverse beams after allowing for small

displacement due to soil compressibility.

M/s. Adani Mormugao Port Terminal Private limited (AMPTPL) have been selected as the developer for a Second

Coal Terminal on a Design, Build, Finance, Operate and Transfer basis at Mormugao. This would require

construction of a Piled Berth of approximate 300 m long, connecting approach and rock embankment behind and

under the jetty with armour protection. The proposed Berth will be located in between South West Port Ltd. (Berth

No. 5A & 6A) and Oil Berth (Berth No. 8) and therefore, has been assigned the name "Berth No. 7".

The structural behaviour stated above has been simulated in Staad analysis considering that the three dimensional

model will have transverse horizontal support at end of each transverse beam towards the land side, which will

undergo support displacement (like sinking support) in transverse direction. Three Staad files have been used for

analysing the Berth Structure in negative Z direction.The first file named "Main Jetty_Unit 2_Neg Z_Pile1.std"

anlyses the structure for all vertical loads and transverse forces acting in negative Z direction with transverse

supports at end of each pile bent. The second Staad file named "Main Jetty_Unit 2_Neg Z_Pile2.std" allows for a

transverse movement of 25 mm of these supports at end of each pile bent. The 25 mm movement of these

supports assumed in design is on the higher side as the rock embankment and the sand filling behind the Berth

structure will be well compacted. A third Staad file named "Main Jetty_Unit 2_Neg Z_Pile3.std" has been used

for temperature analysis with the transverse supports considered at end of pile bents in position.

Design of Pile Foundation for Unit-2 of Berth No. 7 at Mormugao Port

Sheet No.: 2

The founding level of piles have been proposed based on the Draft Soil Report forwarded by AMPTPL. It is

observed from the above report that Basalt is available at around (-) 23.000 m level and the founding level of pile

has been proposed at (-) 26.000 m with 3.000 m socketing of pile inside rock. The vertical load carrying capacity of

pile socketed inside rock has been calculated following the provisions of Appendix-5 of IRC:78-2000. For this

purpose, the ultimate rock crushing strength has been taken from the above draft soil report. The value of ultimate

side socket shear resistance has been considered from the IRC code referred above.

The wave force on pile has been calculated following the method given in the "Shore Protection Manual". No

wearing coat or screed concrete has been considered over the structural deck as per the information forwarded by

AMPTPL. M40 grade concrete and Fe 500 grade reinforcement have been considered in design.

P-delta analysis in Staad has been carried out for the Berth structure and as such, no separate slenderness

moment has been considered in the design of piles. The piles have been structurally designed and reinforcement

has been calculated by Ultimate Limit State (ULS) method of design with the load factors and load combinations

considered as per the provisions of IS:4651 (Part-4). However, the crack width check for piles has been carried out

for Serviceability Limit State (SLS) method of design. The crack width in pile has been limited to 0.004 times the

clear cover to main reinforcement, as per the requirement of the Design Brief.

The final design force values for transverse forces acting in positive Z direction have been considered considering

the results of the first or both the Staad files as the case may be, depending on the load combinations given in IS:

4651 (Part 4) for Ultimate Limit State (ULS) or Serviceability Limit State (SLS) design.

Apart from the above Staad files, two more Staad files named "Main Jetty_Unit 2_Lump Load.std" and "Main

Jetty_Unit 2_IS1893.std" have also been used in the design. The first file has been used to obtain the lump loads

at pile tops due to dead load and live load on deck structure. The lump loads obtained at pile top from the first

Staad file have been used in the second Staad file to obtain the Time Period vis-à-vis the Horizontal Seismic

Coefficient of the Berth structure following Response Spectrum Method as given in IS:1893 both in transverse and

longitudinal direction.

While placing the uniformly distributed live load of 30 kN/m

2

on deck surface, a clear space of 2.0m wide on either

side of both the crane rails have been kept vacant for unhindered movement of cranes. Moreover, the front

cantilever of the deck towards the water face of the front crane rail has also been considered as not subjected to

any uniformly distributed live load.

The depth of fixity of piles inside the rock bund has been calculated following the provision of IS:1893, with the

assumption that the virtual soil level will lie at mid depth between the dredged level and the top of rock armour level

at each pile location.

The final design force values for transverse forces acting in negative Z direction have been considered combining

the results of the first two or all three Staad files as the case may be, depending on the load combinations given in

IS: 4651 (Part 4) for Ultimate Limit State (ULS) or Serviceability Limit State (SLS) design.

However, for forces acting in the positive Z direction i.e. for forces acting away from the Berth viz. Mooring Pull,

reversible crane leg , wind and seismic forces, the Berth structure is free to deflect and all these horizontal forces in

positive Z direction will get transferred to subsoil through piles only. Thus, for the three dimensional model

developed for analysis of horizontal forces in positive Z direction, there is no other support in the structure excepting

the piles. Two Staad files have been used for analysing the Berth Structure in positive Z direction. The first file

named "Main Jetty_Unit 2_Pos Z_Pile1.std" analyses the structure for all vertical loads and transverse forces

acting in positive Z direction. The second Staad file named "Main Jetty_Unit 2_Pos Z_Pile2.std" has been used

for temperature analysis.

CALCULATION OF DEPTH OF FIXITY OF PILE [Refer Appendix-B of IS:2911 (Part-1/Sec-2)]:

(a) First pile from jetty face (Grid A):

Pile diameter =

1300 mm

Grade of concrete =

M 40

Final dredged level =

-16.500 m

Structural top of deck level =

4.800 m

Minimum depth of longitudinal / transverse beam =

1.850 m

Bottom of beam level = 4.800 - 1.850 =

2.950 m

CG of beam level = ( 4.800 + 2.950 ) / 2 =

3.875 m

Free length of pile, L

1

= 3.875 - ( -16.500 )

= 20.375 m =

2037.5 cm

Pile top condition =

Fixed

Assumed type of soil below dredged level =

K

1

= {Considering Medium Dense Sand as per Table-2 of Appendix}

0.525 kg/cm

3

I =

π

x 130 ^ 4 / 64 =

14019848 cm

4

E =

5000 x ( 40 ) ^ 0.5 x 10.2 =

322552 kg/cm

2

EI =

14,019,848 x 322,552 =

4.522E+12 kg cm

2

T = ( EI / K

1

) ^ 0.2 =

( 4,522,134,546,384 / 0.525 ) ^ 0.2 =

386 cm

L

1

/ T =

2,038 / 386 =

5.27

L

f

/ T = {as per Figure 2 of Appendix} =

1.83

Depth of fixity, L

f

=

1.83 x 386 =

707 cm

say =

710 cm on safer side

Hence, fixity level of pile considering sandy sub-soil = -16.500 - 7.100 =

-23.600 m

Assumed type of soil below dredged level =

Very Stiff to Hard Clay

K

2

= {Considering q

u

= 1.54 Kg/cm

2

as per Table-2 of Appendix-C}

50 kg/cm

2

R = ( EI / K

2

) ^ 0.25

= ( 4,522,134,546,384 / 50.000 ) ^ 0.25 =

548 cm

L

1

/ R =

2,038 / 548 =

3.72

L

f

/ R = {as per Figure 2 of Appendix} =

1.87

Depth of fixity, L

f

=

1.87 x 548 =

1025 cm

say =

1030 cm on safer side

Hence, fixity level of pile considering clayey sub-soil = -16.500 - 10.300 =

-26.800 m

Considering the boreholes mkd. MBH2 and MBH3, which are relevant for jetty design, it is seen

that lowest level of top of rock =

-21.100 m

Assuming very conservatively that depth of fixity of pile shall be at one diameter inside the rock strata,

depth of fixity may be considered as at

-22.400 m

Medium Sand

(b) Second pile from jetty face (Grid B):

Pile diameter =

1300 mm

Grade of concrete =

M 40

Top of rock bund level =

-10.900 m

Final dredged level =

-16.500 m

Virtual soil / dredged level = { -10.900 + (-16.500 ) } / 2 =

-13.700 m

Structural top of deck level =

4.800 m

Minimum depth of longitudinal / transverse beam =

1.850 m

Bottom of beam level = 4.800 - 1.850 =

2.950 m

CG of beam level = ( 4.800 + 2.950 ) / 2 =

3.875 m

Free length of pile, L

1

= 3.875 - ( -13.700 )

= 17.575 m =

1757.5 cm

Pile top condition =

Fixed

Assumed type of soil below virtual soil / dredged level =

Medium Sand

K

1

= {Considering Dense Sand as per Table-2 of Appendix}

0.525 kg/cm

3

I =

π

x 130 ^ 4 / 64 =

14019848 cm

4

E =

5000 x ( 40 ) ^ 0.5 x 10.2 =

322552 kg/cm

2

EI =

14,019,848 x 322,552 =

4.522E+12 kg cm

2

T = ( EI / K

1

) ^ 0.2 =

( 4,522,134,546,384 / 0.525 ) ^ 0.2 =

386 cm

L

1

/ T =

1,758 / 386 =

4.55

L

f

/ T = {as per Figure 2 of Appendix} =

1.85

Depth of fixity, L

f

=

1.85 x 386 =

715 cm

say =

715 cm on safer side

Hence, fixity level of pile considering sandy sub-soil = -13.700 - 7.150 =

-20.850 m

(c) Third pile from jetty face (Grid C):

Pile diameter =

1300 mm

Grade of concrete =

M 40

Top of rock bund level =

-6.550 m

Final dredged level =

-16.500 m

Virtual soil / dredged level = { -6.550 + (-16.500 ) } / 2 =

-11.525 m

Structural top of deck level =

4.800 m

Minimum depth of longitudinal / transverse beam =

1.850 m

Bottom of beam level = 4.800 - 1.850 =

2.950 m

CG of beam level = ( 4.800 + 2.950 ) / 2 =

3.875 m

Free length of pile, L

1

= 3.875 - ( -11.525 )

= 15.400 m =

1540 cm

Pile top condition =

Fixed

Assumed type of soil below virtual soil / dredged level =

Dense Sand / Rock fill

K

1

= {Considering Dense Sand as per Table-2 of Appendix}

1.245 kg/cm

3

I =

π

x 130 ^ 4 / 64 =

14019848 cm

4

E =

5000 x ( 40 ) ^ 0.5 x 10.2 =

322552 kg/cm

2

EI =

14,019,848 x 322,552 =

4.522E+12 kg cm

2

T = ( EI / K

1

) ^ 0.2 =

( 4,522,134,546,384 / 1.245 ) ^ 0.2 =

325 cm

L

1

/ T =

1,540 / 325 =

4.74

L

f

/ T = {as per Figure 2 of Appendix} =

1.84

Depth of fixity, L

f

=

1.84 x 325 =

598 cm

say =

600 cm on safer side

Hence, fixity level of pile considering sandy sub-soil = -11.525 - 6.000 =

-17.525 m

(d) Fourth pile from jetty face (Grid D):

Pile diameter =

1300 mm

Grade of concrete =

M 40

Top of rock bund level =

0.250 m

Final dredged level =

-16.500 m

Virtual soil / dredged level = { 0.250 + (-16.500 ) } / 2 =

-8.125 m

Structural top of deck level =

4.800 m

Minimum depth of longitudinal / transverse beam =

1.850 m

Bottom of beam level = 4.800 - 1.850 =

2.950 m

CG of beam level = ( 4.800 + 2.950 ) / 2 =

3.875 m

Free length of pile, L

1

= 3.875 - ( -8.125 )

= 12.000 m =

1200 cm

Pile top condition =

Fixed

Assumed type of soil below virtual soil / dredged level =

Dense Sand / Rock fill

K

1

= {Considering Dense Sand as per Table-2 of Appendix}

1.245 kg/cm

3

I =

π

x 130 ^ 4 / 64 =

14019848 cm

4

E =

5000 x ( 40 ) ^ 0.5 x 10.2 =

322552 kg/cm

2

EI =

14,019,848 x 322,552 =

4.522E+12 kg cm

2

T = ( EI / K

1

) ^ 0.2 =

( 4,522,134,546,384 / 1.245 ) ^ 0.2 =

325 cm

L

1

/ T =

1,200 / 325 =

3.69

L

f

/ T = {as per Figure 2 of Appendix} =

1.87

Depth of fixity, L

f

=

1.87 x 325 =

608 cm

say =

610 cm on safer side

Hence, fixity level of pile considering sandy sub-soil = -8.125 - 6.100 =

-14.225 m

LOAD CALCULATION FOR THREE DIMENSIONAL FRAME ANALYSIS IN NEGATIVE "Z" DIRECTION:

Load Case-1:

Dead Load ** (DL)

Density of concrete =

25.000 kN/m

3

(a) Weight of Precast Fender Block:

Width =

3.100 m

Depth =

1.300 m

Weight = 3.100 x 1.300 x 25.0 =

100.750 kN/m

Load applied on Member Numbers =

1 to 6

(b) Weight of Fender:

Assumed weight of each fender =

40.000 kN

Eccentricity assumed from CG of fender block =

1.350 m

Moment due to weight of fender = 40.000 x 1.350 =

54.000 kNm

Load applied on Member Numbers =

1 to 6

(c) Weight of Longitudinal Beam in Grid A and C upto Deck Slab top:

Cross-sectional area = 2.250 x 1.000 + 0.175 x 0.200

= 2.285 m

2

0.175 Weight = 2.285 x 25.0 =

57.125 kN/m

2.250

Load applied on Member Numbers =

7 to 26 and 47 to 66 in between piles

1.000

0.200

(d) Weight of Longitudinal Beam in Grid B upto Deck Slab top:

Cross-sectional area = 1.850 x 1.000 + 0.175 x 0.200 x 2 =

1.920 m

2

0.175 Weight = 1.920 x 25.0 =

48.000 kN/m

1.850

Load applied on Member Numbers =

27 to 46 in between piles

1.000

0.200

(e) Weight of End Longitudinal Beam in Grid D upto Deck Slab top:

1.000

0.550

Cross-sectional area = 2.500 x 1.000 + 1.500 x 0.400 + 0.775 x 0.550

= 3.526 m

2

2.500

Weight = 3.526 x 25.0 =

88.156 kN/m

Load applied on Member Numbers =

67 to 86 in between piles

0.500

1.500

0.400

This calculation shall be read in conjunction with the General Arrangement Drawing and the three dimensional model

configuration for STAAD analysis, presented ialongwith this design note.

The loads considered for analysis of the structure in Negative Z direction (for direction of three axes, refer to the

STAAD model enclosed) are presented below.

0.550

(f) Weight of Fender Transverse Beam upto Deck Slab top between Grid A and C:

Cross-sectional area = 2.500 x 1.100

= 2.750 m

2

Weight = 2.750 x 25.0 =

68.750 kN/m

2.500

Load applied on Member Numbers =

113, 114, 128, 129, 143, 144, 163, 164,

178, 179, 193, and 194 in between piles

1.100

(g) Weight of Fender Transverse Beam upto Deck Slab top in Front Cantilever and between Grid C and D:

Cross-sectional area = 2.500 x 1.100 + 0.175 x 0.200 x 2 =

2.820 m

2

0.175 Weight = 2.820 x 25.0 =

70.500 kN/m

2.500

Load applied on Member Numbers =

112, 115, 127, 130, 142, 145, 162, 165,

177, 180, 192 and 195

1.100

0.200

(h) Weight of Normal Transverse Beam upto Deck Slab top between Grid A and C:

Cross-sectional area = 2.500 x 1.100

= 2.750 m

2

Weight = 2.750 x 25.0 =

68.750 kN/m

2.500

Load applied on Member Numbers =

108, 109, 118, 119, 123, 124, 133, 134,

138, 139, 148, 149, 153, 154, 158, 159, 168, 169, 173, 174, 183, 184, 188, 189, 198

and 199

1.100

(i) Weight of Normal Transverse Beam upto Deck Slab top in Front Cantilever and between Grid C and D:

Cross-sectional area = 2.500 x 1.100 + 0.175 x 0.200 x 2 =

2.820 m

2

0.175 Weight = 2.820 x 25.0 =

70.500 kN/m

2.500

Load applied on Member Numbers =

107, 110, 117, 120, 122, 125, 132, 135,

137, 140, 147, 150, 152, 155, 157, 160, 167, 170, 172, 175, 182, 185, 187, 190, 197

and 200

1.100

0.200

(j) Weight of Built Up Pile in Beam portion:

Length =

1.300 m

Width =

1.300 m

Height =

2.500 m

Weight = 1.300 x 1.300 x 2.500 x 25.0 =

105.625 kN

Load applied on Node Numbers = 29 to 47, 50 to 68, 71 to 89, 92 to 110

(k) Weight of Deck Slab in Front Cantilever portion:

(i) Weight on Members 107, 147, 157:

Effective width =

6.000 m

Width of Transverse Beam =

1.100 m

Influence width = 6.000 -1.100 =

4.900 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 4.900 x 0.500 x 25.0 =

61.250 kN/m

(ii) Weight on Members 112, 117, 122, 127, 132, 137, 142, 162, 167, 172, 177, 182, 187:

Effective width =

8.000 m

Width of Transverse Beam =

1.100 m

Influence width = 8.000 -1.100 =

6.900 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 6.900 x 0.500 x 25.0 =

86.250 kN/m

(iii) Weight on Member 152:

Effective width =

4.000 m

Width of Transverse Beam =

1.100 m

Influence width = 4.000 -1.100 =

2.900 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 2.900 x 0.500 x 25.0 =

36.250 kN/m

(iv) Weight on Member 192:

Effective width =

7.250 m

Width of Transverse Beam =

1.100 m

Influence width = 7.250 -1.100 =

6.150 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 6.150 x 0.500 x 25.0 =

76.875 kN/m

(v) Weight on Member 197:

Effective width =

4.350 m

Width of Transverse Beam =

1.100 m

Influence width = 4.350 -1.100 =

3.250 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 3.250 x 0.500 x 25.0 =

40.625 kN/m

(l) Weight of Deck Slab between Grid C and Grid D:

(i) Weight on Members 110, 150, 160:

Effective width =

6.000 m

Width of Transverse Beam =

1.100 m

Influence width = 6.000 -1.100 =

4.900 m

Thickness of deck slab =

0.625 m

Weight of Deck Slab = 4.900 x 0.625 x 25.0 =

76.563 kN/m

(ii) Weight on Members 115, 120, 125, 130, 135, 140, 145, 165, 170, 175, 180, 185, 190:

Effective width =

8.000 m

Width of Transverse Beam =

1.100 m

Influence width = 8.000 -1.100 =

6.900 m

Thickness of deck slab =

0.625 m

Weight of Deck Slab = 6.900 x 0.625 x 25.0 =

107.813 kN/m

(iii) Weight on Member 155:

Effective width =

4.000 m

Width of Transverse Beam =

1.100 m

Influence width = 4.000 -1.100 =

2.900 m

Thickness of deck slab =

0.625 m

Weight of Deck Slab = 2.900 x 0.625 x 25.0 =

45.313 kN/m

(iv) Weight on Member 195:

Effective width =

7.250 m

Width of Transverse Beam =

1.100 m

Influence width = 7.250 -1.100 =

6.150 m

Thickness of deck slab =

0.625 m

Weight of Deck Slab = 6.150 x 0.625 x 25.0 =

96.094 kN/m

(v) Weight on Member 200:

Effective width =

4.350 m

Width of Transverse Beam =

1.100 m

Influence width = 4.350 -1.100 =

3.250 m

Thickness of deck slab =

0.625 m

Weight of Deck Slab = 3.250 x 0.625 x 25.0 =

50.781 kN/m

(m) Weight of Deck Slab between Grid A and Grid C and between Grid D to end:

(i) Weight on Members 7 to 26:

Effective width =

3.250 m

Width of Longitudinal Beam =

1.000 m

Influence width = 3.250 -0.500 =

2.750 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 2.750 x 0.500 x 25.0 =

34.375 kN/m

(ii) Weight on Members 27 to 46:

Effective width =

6.500 m

Width of Longitudinal Beam =

1.000 m

Influence width = 6.500 -1.000 =

5.500 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 5.500 x 0.500 x 25.0 =

68.750 kN/m

(iii) Weight on Members 47 to 66:

Effective width =

3.250 m

Width of Longitudinal Beam =

1.000 m

Influence width = 3.250 -0.500 =

2.750 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 2.750 x 0.500 x 25.0 =

34.375 kN/m

(iv) Weight on Members 67 to 86:

Effective width =

0.150 m

Thickness of deck slab =

0.500 m

Weight of Deck Slab = 0.150 x 0.500 x 25.0 =

1.875 kN/m

(o) Weight of Service Duct:

Thickness of bottom slab =

0.400 m

The main transverse beams will act as the vertical walls of the service duct.

Loads inside service duct (say)

= 3.000 kN/m

2

Clear width of service duct =

2.900 m

Total load on service duct floor = 0.400 x 25.0 + 3.000

= 13.000 kN/m

2

(i) Load on Members 152 to 155:

Influence width of service duct = 2.900 m

Load =

13.000 x 2.900 =

37.700 kN/m

(ii) Load on Members 107 to 110, 147 to 150 and 157 to 160:

Influence width of service duct = 1.450 m

Load =

13.000 x 1.450 =

18.850 kN/m

(p) Weight of Pile:

Diameter of pile =

1.300 m

Cross-sectional area of pile =

1.327 m

2

So, dry weight of pile = 1.327 x 25.000

= 33.183 kN/m

(Top 0.650 m length of piles)

Buoyant weight of pile = 1.327 x 15.000

= 19.910 kN/m

(Remaining length of piles upto virtual soil level)

Load applied on Member Numbers =

501 to 576

Load Case-2:

Uniformly Distributed Live Load of 30 kN/m

2

** (LL)

Live load intensity =

30.000 kN/m

2

(a) Load on width of Longitudinal Beam in Grid B and Grid D:

Width of beam =

1.000 m

Live load = 1.000 x 30.0 =

30.000 kN/m

Load applied on Member Numbers =

27 to 46 and 67 to 86 in between transverse beams

(b) Load on width of Fender Transverse Beam:

Width of beam =

1.100 m

Live load = 1.100 x 30.0 =

33.000 kN/m

Load applied on Member Numbers =

(c) Load on width of Normal Transverse Beam:

Width of beam =

1.100 m

Live load = 1.100 x 30.0 =

33.000 kN/m

Load applied on Member Numbers =

(d) Load on Built Up Pile in Grid B and D:

Length =

1.100 m

Width =

1.000 m

Load = 1.100 x 1.000 x 30.0 =

33.000 kN

Load applied on Node Numbers = 50 to 68, 92 to 110

(e) Live load on Deck Slab between Grid C and Grid D:

(i) Load on Members 110, 150, 160:

Effective width =

6.000 m

Width of Transverse Beam =

1.100 m

Influence width = 6.000 -1.100 =

4.900 m

Load from Deck Slab = 4.900 x 30.0 =

147.000 kN/m

(ii) Load on Members 115, 120, 125, 130, 135, 140, 145, 165, 170, 175, 180, 185, 190:

Effective width =

8.000 m

Width of Transverse Beam =

1.100 m

Influence width = 8.000 -1.100 =

6.900 m

Load from Deck Slab = 6.900 x 30.0 =

207.000 kN/m

(iii) Load on Member 155:

Effective width =

4.000 m

Width of Transverse Beam =

1.100 m

Influence width = 4.000 -1.100 =

2.900 m

Load from Deck Slab = 2.900 x 30.0 =

87.000 kN/m

(iv) Load on Member 195:

Effective width =

7.250 m

Width of Transverse Beam =

1.100 m

Influence width = 7.250 -1.100 =

6.150 m

Load from Deck Slab = 6.150 x 30.0 =

184.500 kN/m

(v) Load on Member 200:

Effective width =

4.350 m

Width of Transverse Beam =

1.100 m

Influence width = 4.350 -1.100 =

3.250 m

Load from Deck Slab = 3.250 x 30.0 =

97.500 kN/m

113 to 115, 128 to 130, 143 to 145, 163 to 165, 178 to 180, 193 to 195 in

between longitudinal beams with empty spaces stated above

108 to 110, 118 to 120, 123 to 125, 133 to 135, 138 to 140, 148 to 150, 153

to 155, 158 to 160, 168 to 170, 173 to 175, 183 to 185, 188 to 190, 198 to

200 in between longitudinal beams with empty spaces stated above

It has been assumed that there will be no uniformly distributed live load over 2.000 m width of deck slab on either side of

both the crane rails. In addition, there will be also no uniformly distributed live load on the front cantilever portion, even if any

space is left after the above consideration

(f) Live load on Deck Slab between Grid A and Grid C and between Grid D to end:

(i) Load on Members 7 to 26:

Effective width =

3.250 m

Width of empty space =

2.000 m

Influence width = 3.250 -2.000 =

1.250 m

Load from Deck Slab = 1.250 x 30.0 =

37.500 kN/m

(ii) Load on Members 27 to 46:

Effective width =

6.500 m

Width of Longitudinal Beam =

1.000 m

Influence width = 6.500 -1.000 =

5.500 m

Load from Deck Slab = 5.500 x 30.0 =

165.000 kN/m

(iii) Load on Members 47 to 66:

Effective width =

3.250 m

Width of Empty Space =

2.000 m

Influence width = 3.250 -2.000 =

1.250 m

Load from Deck Slab = 1.250 x 30.0 =

37.500 kN/m

(iv) Load on Members 67 to 86:

Effective width =

0.150 m

Load from Deck Slab = 0.150 x 30.0 =

4.500 kN/m

Load Case-3:

Transverse Wave Force on Pile in Negative Z Direction** (WWVF_TN)

Design wave height, H =

0.500 m

Time period, T =

10.0 sec

Highest water level (HWL) =

2.300 m CD

Final dredged level (FDL) =

-16.500 m CD

Density of sea water,

ρ

=

1.030 t/m

3

Diameter of pile =

1.300 m

Assumed thickness of marine growth =

0.050 m

Total width of obstruction for each pile, D =

1.350 m

Acceleration due to gravity, g =

9.80 m/s

2

Still water depth, d =

2.300 - ( -16.500 ) =

18.800 m

d / (gT

2

) = 18.800 / ( 9.80 x 10.0 ^ 2 ) =

0.019

d / H =

18.800 / 0.500 =

37.600

Referring to figure 7.75 of Shore Protection Manual - Volume:II,

H

b

/ (gT

2

) =

0.014

H

b

=

0.014 x 9.80 x 10.0 ^ 2 =

13.720 m

H / H

b

=

0.500 / 13.720 =

0.036

Referring figure 7.71 to 7.74 of Shore Protection Manual-Volume II,

Factor

K

im

K

Dm

S

im

S

Dm

Evaluation of Drag Coefficient, C

D

:

From figure 7-68 of Shore Protection Manual (SPM), L

A

/ L

O

=

0.770

L

O

/ L

A

=

1 / 0.770

= 1.299

Maximum velocity, u

max

= (

π

H / T ) ( L

O

/ L

A

)

u

max

=

( 3.142 x 0.500 / 10.000 ) x 1.299

= 0.204 m/s

Kinematic viscosity of sea water,

ν

=

9.29E-07 m

2

/s

Wave Reynolds number, R

e

= u

max

D /

ν

=

0.204 x 1.350 / 0.000000929 =

2.96E+05

From figure 7-85 of Shore Protection Manual (SPM), drag coefficient, C

D

=

0.980

Evaluation of Inertia Coefficient, C

M

:

Wave Reynolds number, R

e

=

2.96E+05

From equation 7-53 of Shore Protection Manual (SPM), inertia coefficient, C

M

= 1.907

0.540

0.590

0.497

0.670

0.790

0.567

H = 0.250 Hb

H = 0.500 Hb

H = 0.036 Hb

0.390

0.405

0.377

0.260

0.340

0.192

Calculation of Wave Force:

F

im

= Inertia force on pile = C

M

ρ

g

π

D

2

H K

im

/ 4

= 1.91 x 1.030 x 9.80 x 3.143 x 1.350 ^ 2 x 0.500 x 0.377 / 4 =

5.20 kN

M

im

= Moment in pile due to inertia force = F

im

d S

im

=

5.20 x 18.800 x 0.497

48.60 kNm

F

Dm

= Drag force on pile = C

D

ρ

g D H

2

K

DM

/ 2

= 0.98 x 1.030 x 9.80 x 1.350 x 0.500 ^ 2 x 0.192 / 2 =

0.32 kN

M

Dm

= Moment in pile due to drag force = F

Dm

d S

Dm

=

0.32 x 18.800 x 0.567

= 3.41 kNm

Total horizontal force on pile due to wave = F

im

+ F

Dm

=

5.20 + 0.32 =

5.519 kN

Total moment due to wave force on pile = M

im

+ M

Dm

=

48.60 + 3.41 =

52.02 kNm

Height of CG of total horizontal force from final dredged level =

52.02 / 5.52 =

9.426 m

Hence the wave force acts at level = -16.500 + 9.426 =

-7.074 m CD

9374 5.519 kN -7.074 m CD

Pile

9426

Load Case-4:

Transverse Water Current Force on Pile in Negative Z Direction** (WCF_TN)

Maximum mean velocity of water current =

0.350 m/s

Maximum surface velocity = 1.414 x 0.350

= 0.495 m/s

k =

0.66

for circular pile

Pressure on pile = 52 k v

2

=

52 x 0.66 x 0.495 ^ 2

= 8.408 kg/m

2

=

0.084 kN/m

2

Diameter on pile including marine growth =

1.350 m

Water current force on pile = 0.084 x 1.350

= 0.114 kN/m =

0.120 kN/m

Conservatively, this force shall be considered as a uniformly distributed force upto the top of appron on the rock bund.

The water current force calculated above has been applied on Member Numbers 501 to 576.

Load Case-5:

Transverse Normal Wind Force in Negative Z Direction **(WW_TN)

Normal Wind speed, v =

26.00 m/s

Wind pressure = 0.60 x 26 ^ 2 =

406 N/m

2

=

0.406 kN/m

2

Total depth of front longitudinal beam including deck slab =

2.250 m

Wind force on front longitudinal beam = 0.406 x 2.250

= 0.913 kN/m =

0.950 kN/m

The wind force calculated above has been applied on Member Numbers 7 to 26.

Average depth of other longitudinal beams below deck slab =

1.700 m

Wind force on other longitudinal beams = 0.406 x 1.700

= 0.690 kN/m =

0.700 kN/m

The wind force calculated above has been applied on Member Numbers 27 to 86.

Load Case-6:

Longitudinal Wave Force on Pile in Negative X Direction** (WWVF_LN)

Wave Force shall be same as that calculated in Load Case-3 above.

Load Case-7:

Longitudinal Water Current Force on Pile in Negative X Direction** (WCF_LN)

Water Current Force shall be same as that calculated in Load Case-5 above.

2.300 m CD (HWL)

-16.500 m CD (FDL)

Wave Force Diagram on Pile

The wave force calculated above has been applied on Member

Numbers 501 to 576.

Load Case-8:

Vertical Load from LPS 600 Crane for Service Condition placed on Left Side-Position-1 **( WLPSL1)

Load placed on Member Nos. 8 to 15, 48, 49, 52 and 53 to get maximum reaction on front row pile

Load Case-9:

Vertical Load from LPS 600 Crane for Service Condition placed on Left Side-Position-2 **( WLPSL2)

Load placed on Member Nos. 48 to 55, 8, 9, 12 and 13 to get maximum reaction on third row pile

Load Case-10:

Load Case-11:

Load Case-12:

Load Case-13:

Vertical Load from GHSK 3832B Crane foe Service Condition placed on Left Side-Position-1

**(WCRNL1)

Load placed on Member Nos. 8 to 15 and 48 to 55 to get maximum reaction on front row pile

Vertical Load from GHSK 3832B Crane for Service Condition placed on Left Side-Position-2

**(WCRNL2)

Load placed on Member Nos. 48 to 55 and 8 to 15 to get maximum reaction on third row pile

Longitudinal Horizontal Load from LPS 600 Crane for Service Condition for Load Case-8 in Negative

X Direction **(WLPSLHF_LN)

Load placed on Member Nos. 8 to 15 and 48 to 55 .

Transverse Horizontal Load from LPS 600 Crane for Service Condition for Load Case-8 in Negative Z

Direction **(WLPSLHF_TN)

Load placed on Member Nos. 8 to 15 and 48 to 55.

Load Case-14:

Berthing Force in Negative Z Direction on Left Side**(BFL_TN)

Berthing Energy shall be calculated as per clause 5.2 of IS: 4651 (Part III).

(i) Calculation of berthing energy for 20,000 DWT vessel:

DWT =

20000 t

DT / DWT

= 1.32 (Refer clause 3.1.2 of above code)

Draught of vessel, D

= 9.200 m

Beam of vessel, B =

23.400 m

Length of vessel, L

= 170.000 m

Unit weight of sea water, w =

1.03 t/m

3

Displacement Tonnage, DT =1.32 x 20,000

= 26400 t

W

D

= DT

= 26400 t

Velocity of vessel, V

= 0.15 m/s

g

= 9.80 m/sec

2

Mass coefficient, C

m

= 1 + p D

2

L w / ( 4 W

d

) =

= 1 + 3.1416 x 9.200 ^ 2 x 170.000 x 1.030 / ( 4 x 26,400 ) =

1.441

Eccentricity coefficient, Ce =

0.51

for approach angle of 10

o

(Refer Table 3 of above code).

Softness coefficient, C

s

=

0.95

(Refer clause 5.2.1.4 of above code)

Berthing Energy, E = W

D

x V

2

x C

m

x C

e

x C

s

/ ( 2 x g )

= 26,400 x 0.15 ^ 2 x 1.441 x 0.51 x 0.95 / ( 2 x 9.80 ) =

21.157 tm

Increasing the above energy by

40 % for abnormal berthing,

Design berthing energy, E =

1.40 x 21.157 =

29.6 tm

(ii) Calculation of berthing energy for 80,000 DWT vessel:

DWT =

80000 t

DT / DWT

= 1.25 (Refer clause 3.1.2 of above code)

Draught of vessel, D

= 12.600 m

Beam of vessel, B =

33.400 m

Length of vessel, L

= 259.000 m

Unit weight of sea water, w =

1.03 t/m

3

Displacement Tonnage, DT =1.25 x 80,000

= 100000 t

W

D

= DT = 100000 t

Velocity of vessel, V

= 0.15 m/s

g

= 9.80 m/sec

2

Mass coefficient, C

m

= 1 + p D

2

L w / ( 4 W

d

) =

= 1 + 3.1416 x 12.600 ^ 2 x 259.000 x 1.030 / ( 4 x 100,000 ) =

1.333

Eccentricity coefficient, Ce =

0.51

for approach angle of 10

o

(Refer Table 3 of above code).

Softness coefficient, C

s

=

0.95

(Refer clause 5.2.1.4 of above code)

Berthing Energy, E = W

D

x V

2

x C

m

x C

e

x C

s

/ ( 2 x g )

= 100,000 x 0.15 ^ 2 x 1.333 x 0.51 x 0.95 / ( 2 x 9.80 ) =

74.119 tm

Increasing the above energy by

40 % for abnormal berthing,

Design berthing energy, E =

1.40 x 74.119 =

103.8 tm

(iii) Calculation of berthing energy for 160,000 DWT vessel:

DWT =

160000 t

DT / DWT

= 1.16 (Refer clause 3.1.2 of above code)

Draught of vessel, D

= 16.000 m

Beam of vessel, B =

45.000 m

Length of vessel, L

= 280.000 m

Unit weight of sea water, w =

1.03 t/m

3

Displacement Tonnage, DT =1.16 x 160,000

= 186080 t

W

D

= DT = 186080 t

Velocity of vessel, V

= 0.10 m/s

g

= 9.80 m/sec

2

Mass coefficient, C

m

= 1 + p D

2

L w / ( 4 W

d

) =

= 1 + 3.1416 x 16.000 ^ 2 x 280.000 x 1.030 / ( 4 x 186,080 ) =

1.312

Eccentricity coefficient, Ce =

0.51

for approach angle of 10

o

(Refer Table 3 of above code).

Softness coefficient, C

s

=

0.95

(Refer clause 5.2.1.4 of above code)

Berthing Energy, E = W

D

x V

2

x C

m

x C

e

x C

s

/ ( 2 x g )

= 186,080 x 0.10 ^ 2 x 1.312 x 0.51 x 0.95 / ( 2 x 9.80 ) =

60.332 tm

Increasing the above energy by

40 % for abnormal berthing,

Design berthing energy, E =

1.40 x 60.332 =

84.5 tm

Hence, design berthing energy, E =

103.767 tm

Maximum Berthing Energy mentioned in the "Design Basis" submitted by client =

119 tm

Hence provide fender for berthing energy =

119.0 tm

= 1190 kNm

Selection of Fender:

For this fender, Energy absorption capacity

= 1195 kNm with corresponding reaction force =

1651 kN

Coefficient of friction of rubbing strip =

0.25

Hence, Transverse Berthing Force =

1651 kN

and, Rubbing Force = 0.25 x 1,651 =

413 kN

Horizontal force in transverse direction in Member 1 =

1651 kN

Horizontal force in longitudinal direction in Member 1 =

413 kN

Load Case-15:

Transverse Storm Wave Force on Pile in Negative Z Direction** (SWVF_TN)

Load Case-16:

Transverse Storm Wind Force in Negative Z Direction **(SW_TN)

Normal Wind speed, v =

39.00 m/s

Wind pressure = 0.60 x 39 ^ 2 =

913 N/m

2

=

0.913 kN/m

2

Total depth of front longitudinal beam including deck slab =

2.250 m

Wind force on front longitudinal beam = 0.913 x 2.250

= 2.053 kN/m =

2.100 kN/m

The wind force calculated above has been applied on Member Numbers 7 to 26.

Average depth of other longitudinal beams below deck slab =

1.700 m

Wind force on other longitudinal beams = 0.913 x 1.700

= 1.551 kN/m =

1.600 kN/m

The wind force calculated above has been applied on Member Numbers 27 to 86.

Load Case-17:

Longitudinal Storm Wave Force on Pile in Negative X Direction** (SWVF_LN)

Wave Force shall be same as that considered in Load Case-15 above.

Load Case-18:

Load Case-19:

Load Case-20:

Load Case-21:

Load placed on Member Nos. 8 to 15 and 48 to 55 to get maximum reaction on front row pile

Load placed on Member Nos. 48 to 55 and 8 to 15 to get maximum reaction on third row pile

Load placed on Member Nos. 8 to 15 and 48 to 55 .

Load placed on Member Nos. 8 to 15 and 48 to 55 .

Fentek SCN (Supercone) 1400 Fender of Rubber Grade E1.6 or equivalent is proposed for the jetty.

No wave data viz. wave height and time period has been given in the Design Basis. It has been conservatively

assumed that the magnitude of wave force will be 3 times the wave force for service condition.

Longitudinal Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-18 in

Negative X Direction **(SLPSLHF_LN)

Transverse Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-18 in

Negative Z Direction **(SLPSLHF_TN)

Vertical Load from LPS 600 Crane for Storm Condition placed on Left Side-Position-1

**(SLPSL1)

Vertical Load from LPS 600 Crane for Storm Condition placed on Left Side-Position-2

**(SLPSL2)

Load Case-22:

Longitudinal Seismic on Dead Load in Negative X Direction * (EQDL_LN)

Load Case-23:

Longitudinal Seismic on uniformly distributrd live load in Negative X Direction * (EQLL_LN)

Load Case-24:

Transverse Seismic on Dead Load in Negative Z Direction * (EQDL_TN)

Maximum horizontal seismic coefficient, a

h

= (Z/2) x (Sa/g) / (R/I)

Z =

0.16

(Sa/g)

max

= 2.50

R =

3.00

I =

1.50

So, a

h

=

( 0.160 / 2 ) x 2.500 / ( 3.000 / 1.500 ) =

0.10

Load Case-25:

Transverse Seismic on uniformly distributrd live load in Negative Z Direction * (EQLL_TN)

Load Case-26:

Load Case-27:

Load Case-28:

Longitudinal seismic force on LPS 600 Crane Load in Negative X direction has been considered as 0.040 times

the load calculated in Load Case-8.

Longitudinal Seismic on LPS 600 Crane Load on left side in Negative X Direction *

(EQLPSL_LN)

Transverse Seismic on LPS 600 Crane Load on left side in Negative Z Direction *

(EQLPSL_TN)

Transverse seismic force on LPS 600 Crane Load in Negative Z direction has been considered as 0.010 times the

load calculated in Load Case-8.

Longitudinal Seismic on GHSK Crane Load on left side in Negative X Direction *

(EQCRNL_LN)

Longitudinal seismic force on GHSK Crane Load in Negative X direction has been considered as 0.040 times the

load calculated in Load Case-10.

Longitudinal seismic force on live load has been considered as 0.040 times the uniformly distributed live load

calculated in Load Case-2.

The horizontal seismic coefficient for longitudinal seismic has been obtained as 0.0405 using "DEFINE 1893

LOAD" Command of STAAD-Pro Software. The analyses has been carried out with the STAAD Files named

"Lump Reaction for Jetty Unit 2.std" and "IS_1893_Jetty Unit 2.std". Accordingly, the value of Longitudinal

Seisimic Coefficient has been considered as 0.040.

Transverse seismic force on dead load in Negative Z direction has been considered as 0.010 times the dead load

calculated in Load Case-1. However, for portion of piles submerged in water, seismic force has been considered

on actual weight of pile neglecting buyoancy.

Transverse seismic force on live load in Negative Z direction has been considered as 0.010 times the uniformly

distributed live load calculated in Load Case-2.

Longitudinal seismic force on dead load has been considered as 0.040 times the dead load calculated in Load

Case-1. However, for portion of piles submerged in water, seismic force has been considered on actual weight of

pile neglecting buyoancy.

The deflection of the jetty frame towards the land side will be blocked by the land mass and consequently, the

seismic force in Negative Z direction will be more as compared to the seismic force in Positive Z direction and

seismic force along the X direction, along which the jetty frame is free to deflect. Hence, in Negative Z direction,

the jetty frame shall be conservatively designed for the maximum seismic force.

Load Case-29:

Load Case-30:

Longitudinal Wave Force on Pile in Positive X Direction** (WWVF_LP)

Wave Force shall be same as that calculated in Load Case-6 above but in reverse direction.

Load Case-31:

Longitudinal Water Current Force on Pile in Positive X Direction** (WCF_LP)

Water Current Force shall be same as that calculated in Load Case-7 above but in reverse direction.

Load Case-32:

Load Case-33:

Load Case-34:

Load Case-35:

Load Case-36:

Load Case-37:

Load Case-38:

Berthing Force in Negative Z Direction on Right Side**(BFR_TN)

Berthing Force shall be same as that calculated in Load Case-14 above but applied in Member 6.

Load Case-39:

Longitudinal Storm Wave Force on Pile in Positive X Direction** (SWVF_LP)

Wave Force shall be same as that considered in Load Case-17 above but applied in reverse direction.

Load Case-40:

Load placed on Member Nos. 18 to 25 and 58 to 65 to get maximum reaction on front row pile

Load placed on Member Nos. 18 to 25 and 58 to 65 to get maximum reaction on front row pile

Load placed on Member Nos. 58 to 65 and 18 to 25 to get maximum reaction on third row pile

Vertical Load from GHSK 3832B Crane for Service Condition placed on Right

Side-Position-2 **(WCRNR2)

Vertical Load from LPS 600 Crane for Service Condition placed on Right Side-Position-1

**(WLPSR1)

Vertical Load from LPS 600 Crane for Service Condition placed on Right Side-Position-2

**(WLPSR2)

Vertical Load from GHSK 3832B Crane foe Service Condition placed on Right

Side-Position-1 **(WCRNR1)

Load placed on Member Nos. 18 to 25, 60, 61, 64 and 65 to get maximum reaction on front row pile

Load placed on Member Nos. 58 to 65, 20, 21, 24 and 25 to get maximum reaction on third row pile

Longitudinal Horizontal Load from LPS 600 Crane for Service Condition for Load Case-32

in Positive X Direction **(WLPSRHF_LP)

Transverse Horizontal Load from LPS 600 Crane for Service Condition for Load Case-32 in

Negative Z Direction **(WLPSRHF_TN)

Vertical Load from LPS 600 Crane for Storm Condition placed on Right Side-Position-1

**(SLPSR1)

Load placed on Member Nos. 18 to 25, 60, 61, 64 and 65.

Load placed on Member Nos. 18 to 25, 60, 61, 64 and 65.

Transverse Seismic on GHSK Crane Load on left side in Negative Z Direction *

(EQCRNL_TN)

Transverse seismic force on GHSK Crane Load in Negative Z direction has been considered as 0.010 times the

load calculated in Load Case-10.

Load Case-41:

Load Case-42:

Load Case-43:

Load Case-44:

Longitudinal Seismic on Dead Load in Positive X Direction * (EQDL_LP)

Seismic Force shall be same as that calculated in Load Case-22 above but applied in reverse direction.

Load Case-45:

Longitudinal Seismic on uniformly distributrd live load in Positive X Direction * (EQLL_LP)

Seismic Force shall be same as that calculated in Load Case-23 above but applied in reverse direction.

Load Case-46:

Transverse Seismic on Dead Load in Negative Z Direction * (EQDL_TN)

Seismic Force shall be same as that calculated in Load Case-24 above.

Load Case-47:

Transverse Seismic on uniformly distributrd live load in Negative Z Direction * (EQLL_TN)

Seismic Force shall be same as that calculated in Load Case-25 above.

Load Case-48:

Load Case-49:

Load Case-50:

Load Case-51:

Transverse seismic force on GHSK Crane Load in Negative Z direction has been considered as 0.010 times the

load calculated in Load Case-34.

Load placed on Member Nos. 58 to 65 and 18 to 25 to get maximum reaction on third row pile

Load placed on Member Nos. 18 to 25 and 58 to 65 .

Load placed on Member Nos. 18 to 25 and 58 to 65 .

Transverse Seismic on LPS 600 Crane Load on right side in Negative Z Direction *

(EQLPSR_TN)

Transverse Seismic on GHSK Crane Load on right side in Negative Z Direction *

(EQCRNR_TN)

Longitudinal Seismic on LPS 600 Crane Load on right side in Positive X Direction *

(EQLPSR_LP)

Longitudinal seismic force on LPS 600 Crane Load in Positive X direction has been considered as 0.040 times the

load calculated in Load Case-32.

Longitudinal Seismic on GHSK Crane Load on right side in Posittive X Direction *

(EQCRNR_LP)

Vertical Load from LPS 600 Crane for Storm Condition placed on Right Side-Position-2

**(SLPSR2)

Longitudinal seismic force on GHSK Crane Load in Positive X direction has been considered as 0.040 times the

load calculated in Load Case-34.

Transverse seismic force on LPS 600 Crane Load in Negative Z direction has been considered as 0.010 times the

load calculated in Load Case-32.

Longitudinal Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-40 in

Positive X Direction **(SLPSRHF_LP)

Transverse Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-40 in

Negative Z Direction **(SLPSRHF_TN)

The different STAAD files used for analyses in Negative "Z" direction are as follows:

(i) File Name : Main Jetty_Unit 2_Lump Load.std

(ii) File Name: Main Jetty_Unit 2_IS1893.std

(iii) File Name: Main Jetty_Unit 2_Neg Z_Pile1.std

(iv) File Name: Main Jetty_Unit 2_Neg Z_Pile2.std

(iv) File Name: Main Jetty_Unit 2_Neg Z_Pile3.std

This file has been used for getting lump loads at pile locations due to Dead Load and Live Load on deck surface.

The Lump Loads obtained at pile points from this analysis have been input in the next STAAD file stated below to

obtain the Time Period vis-s-vis Horizontal Seismic Coefficient of the structure in both longitudinal and transverse

direction. The results of this analysis is presented in Annexure-A.

This file has been used for obtaining the Time Period vis-à-vis Horizontal Seismic Coefficient of the structure as

per Response Spectrum Method using the guidelines given in IS: 1893. The results of this analysis is presented in

Annexure-B.

In this STAAD file, the three dimensional analysis of the jetty unit for different load combinations as per IS:4651

(Part 4), with Load Cases-1 to 29 mentioned above has been carried out. The loads used in this analysis are

intended for getting design forces of the structure in negative Z direction. The results are enclosed in Annexure-C.

In this STAAD file, the three dimensional analysis of the jetty unit for support displacement of 25 mm has been

done. This is to take account the compressibility of the soil behind the jetty structure for loads acting in Negative Z

direction. The results are enclosed in Annexure-D.

In this STAAD file, the temperature analysis of the jetty structure has been done. For detail understanding of

temperature loads refer to Sheet No. 147 of this design note. The result of this analysis is enclosed in

Annexure-E.

With the results available for the above STAAD files, the summary of forces in pile for Ultimate Limit State (ULS)

and Serviceability Limit State (SLS) have been carried out in the following pages.

SUMMARY OF FORCES FOR PILES IN GRID "A" FOR ULS CONDITION AT TOP FOR FORCES ACTING IN NEGATIVE "Z" DIRECTION:

AXIAL SHEAR-Y SHEAR-Z MOM-Y MOM-Z AXIAL SHEAR-Y SHEAR-Z MOM-Y MOM-Z AXIAL SHEAR-Y SHEAR-Z MOM-Y MOM-Z SHEAR-R MOM-R

101 229 2645.10 -39.76 5.60 -34.75 -616.17 -298.17 0.00 -105.56 1273.22 0.00 2346.93 -39.76 -99.96 1238.47 -616.17 107.58 1383.28

102 229 2056.52 -27.19 7.88 -72.60 -407.47 -298.17 0.00 -105.56 1273.22 0.00 1758.35 -27.19 -97.68 1200.62 -407.47 101.39 1267.88

103 229 2406.13 -21.23 6.35 -47.25 -379.90 -298.17 0.00 -105.56 1273.22 0.00 2107.96 -21.23 -99.21 1225.97 -379.90 101.46 1283.48

104 229 2170.72 -15.56 7.28 -62.54 -285.68 -298.17 0.00 -105.56 1273.22 0.00 1872.55 -15.56 -98.28 1210.68 -285.68 99.50 1243.93

105 229 1789.26 -65.30 5.44 -30.58 -1067.90 -298.17 0.00 -105.56 1273.22 0.00 1491.09 -65.30 -100.12 1242.64 -1067.90 119.53 1638.46

106 229 1553.90 -60.29 6.35 -45.71 -984.52 -298.17 0.00 -105.56 1273.22 0.00 1255.73 -60.29 -99.21 1227.51 -984.52 116.09 1573.55

107 229 1694.41 -58.19 5.75 -35.62 -977.01 -298.17 0.00 -105.56 1273.22 0.00 1396.24 -58.19 -99.81 1237.60 -977.01 115.53 1576.77

108 229 1600.29 -55.93 6.12 -41.74 -939.39 -298.17 0.00 -105.56 1273.22 0.00 1302.12 -55.93 -99.44 1231.48 -939.39 114.09 1548.87

109 229 1382.65 -60.74 5.33 -28.71 -1001.39 -298.17 0.00 -105.56 1273.22 0.00 1084.48 -60.74 -100.23 1244.51 -1001.39 117.20 1597.37

110 229 1206.12 -56.98 6.02 -40.06 -938.86 -298.17 0.00 -105.56 1273.22 0.00 907.95 -56.98 -99.54 1233.16 -938.86 114.69 1549.88

111 229 1311.69 -55.49 5.56 -32.50 -934.17 -298.17 0.00 -105.56 1273.22 0.00 1013.52 -55.49 -100.00 1240.72 -934.17 114.36 1553.08

112 229 1241.10 -53.79 5.84 -37.09 -905.96 -298.17 0.00 -105.56 1273.22 0.00 942.93 -53.79 -99.72 1236.13 -905.96 113.30 1532.57

113 229 1680.49 -13.64 63.77 -231.56 -248.27 -298.17 0.00 -105.56 1273.22 0.00 1382.32 -13.64 -41.79 1041.66 -248.27 43.96 1070.84

114 229 1445.03 -8.62 64.68 -246.70 -164.81 -298.17 0.00 -105.56 1273.22 0.00 1146.86 -8.62 -40.88 1026.52 -164.81 41.78 1039.67

115 229 1585.08 -6.31 64.08 -236.60 -154.72 -298.17 0.00 -105.56 1273.22 0.00 1286.91 -6.31 -41.48 1036.62 -154.72 41.96 1048.10

116 229 1490.91 -4.04 64.45 -242.72 -117.04 -298.17 0.00 -105.56 1273.22 0.00 1192.74 -4.04 -41.11 1030.50 -117.04 41.31 1037.13

117 229 1274.81 -9.51 63.66 -229.70 -186.85 -298.17 0.00 -105.56 1273.22 0.00 976.64 -9.51 -41.90 1043.52 -186.85 42.97 1060.12

118 229 1098.21 -5.74 64.35 -241.05 -124.26 -298.17 0.00 -105.56 1273.22 0.00 800.04 -5.74 -41.21 1032.17 -124.26 41.61 1039.62

119 229 1203.30 -4.03 63.89 -233.49 -116.99 -298.17 0.00 -105.56 1273.22 0.00 905.13 -4.03 -41.67 1039.73 -116.99 41.86 1046.29

120 229 1132.67 -2.33 64.17 -238.07 -88.74 -298.17 0.00 -105.56 1273.22 0.00 834.50 -2.33 -41.39 1035.15 -88.74 41.46 1038.95

121 229 1696.72 -23.89 12.67 -64.35 -427.23 -298.17 0.00 -105.56 1273.22 0.00 1398.55 -23.89 -92.89 1208.87 -427.23 95.91 1282.14

122 229 1551.56 -20.76 13.23 -73.68 -375.10 -298.17 0.00 -105.56 1273.22 0.00 1253.39 -20.76 -92.33 1199.54 -375.10 94.64 1256.82

123 229 1287.71 -21.01 12.56 -62.50 -379.98 -298.17 0.00 -105.56 1273.22 0.00 989.54 -21.01 -93.00 1210.72 -379.98 95.34 1268.95

124 229 1178.85 -18.65 12.98 -69.50 -340.89 -298.17 0.00 -105.56 1273.22 0.00 880.68 -18.65 -92.58 1203.72 -340.89 94.44 1251.06

Total ULS Forces MEMBER LOAD JT

STAAD FILE NAME

Main Jetty_Unit 2_Neg Z_Pile1 Main Jetty_Unit 2_Neg Z_Pile2

501

101 230 6419.97 -19.23 -10.96 238.03 -274.91 -298.17 0.00 -105.56 1273.22 0.00 6121.80 -19.23 -116.52 1511.25 -274.91 118.10 1536.05

102 230 3603.91 -19.06 -0.04 56.60 -272.12 -298.17 0.00 -105.56 1273.22 0.00 3305.74 -19.06 -105.60 1329.82 -272.12 107.31 1357.38

103 230 5840.05 -3.41 -8.63 198.82 -83.52 -298.17 0.00 -105.56 1273.22 0.00 5541.88 -3.41 -114.19 1472.04 -83.52 114.24 1474.41

104 230 4517.77 -2.95 -3.45 113.04 -76.01 -298.17 0.00 -105.56 1273.22 0.00 4219.60 -2.95 -109.01 1386.26 -76.01 109.05 1388.34

105 230 3275.51 -57.66 -0.68 71.27 -940.94 -298.17 0.00 -105.56 1273.22 0.00 2977.34 -57.66 -106.24 1344.49 -940.94 120.88 1641.04

106 230 2149.33 -57.60 3.68 -1.23 -939.84 -298.17 0.00 -105.56 1273.22 0.00 1851.16 -57.60 -101.88 1271.99 -939.84 117.04 1581.54

107 230 3043.38 -51.64 0.25 55.60 -868.19 -298.17 0.00 -105.56 1273.22 0.00 2745.21 -51.64 -105.31 1328.82 -868.19 117.29 1587.30

108 230 2514.60 -51.46 2.32 21.33 -865.21 -298.17 0.00 -105.56 1273.22 0.00 2216.43 -51.46 -103.24 1294.55 -865.21 115.35 1557.06

109 230 2446.58 -55.59 0.72 48.03 -915.80 -298.17 0.00 -105.56 1273.22 0.00 2148.41 -55.59 -104.84 1321.25 -915.80 118.67 1607.60

110 230 1601.96 -55.54 4.00 -6.33 -914.97 -298.17 0.00 -105.56 1273.22 0.00 1303.79 -55.54 -101.56 1266.89 -914.97 115.75 1562.75

111 230 2272.44 -51.16 1.42 36.28 -862.21 -298.17 0.00 -105.56 1273.22 0.00 1974.27 -51.16 -104.14 1309.50 -862.21 116.03 1567.86

112 230 1875.86 -51.02 2.97 10.58 -859.98 -298.17 0.00 -105.56 1273.22 0.00 1577.69 -51.02 -102.59 1283.80 -859.98 114.58 1545.22

113 230 3378.35 -3.61 57.54 -128.39 -81.55 -298.17 0.00 -105.56 1273.22 0.00 3080.18 -3.61 -48.02 1144.83 -81.55 48.16 1147.73

114 230 2252.12 -3.54 61.90 -200.89 -80.43 -298.17 0.00 -105.56 1273.22 0.00 1953.95 -3.54 -43.66 1072.33 -80.43 43.80 1075.34

115 230 3146.38 2.64 58.48 -144.10 -6.00 -298.17 0.00 -105.56 1273.22 0.00 2848.21 2.64 -47.08 1129.12 -6.00 47.15 1129.14

116 230 2617.56 2.82 60.54 -178.38 -2.99 -298.17 0.00 -105.56 1273.22 0.00 2319.39 2.82 -45.02 1094.84 -2.99 45.11 1094.84

117 230 2549.12 -1.98 58.94 -151.63 -61.76 -298.17 0.00 -105.56 1273.22 0.00 2250.95 -1.98 -46.62 1121.59 -61.76 46.66 1123.29

118 230 1704.47 -1.93 62.21 -206.00 -60.92 -298.17 0.00 -105.56 1273.22 0.00 1406.30 -1.93 -43.35 1067.22 -60.92 43.39 1068.96

119 230 2375.13 2.68 59.65 -163.42 -5.41 -298.17 0.00 -105.56 1273.22 0.00 2076.96 2.68 -45.91 1109.80 -5.41 45.99 1109.81

120 230 1978.53 2.82 61.20 -189.13 -3.16 -298.17 0.00 -105.56 1273.22 0.00 1680.36 2.82 -44.36 1084.09 -3.16 44.45 1084.09

121 230 3477.55 -13.84 6.31 41.18 -260.19 -298.17 0.00 -105.56 1273.22 0.00 3179.38 -13.84 -99.25 1314.40 -260.19 100.21 1339.91

122 230 2764.99 -13.64 9.07 -4.68 -256.84 -298.17 0.00 -105.56 1273.22 0.00 2466.82 -13.64 -96.49 1268.54 -256.84 97.45 1294.28

123 230 2608.28 -13.64 7.77 16.91 -257.53 -298.17 0.00 -105.56 1273.22 0.00 2310.11 -13.64 -97.79 1290.13 -257.53 98.74 1315.58

124 230 2073.87 -13.49 9.84 -17.48 -255.01 -298.17 0.00 -105.56 1273.22 0.00 1775.70 -13.49 -95.72 1255.74 -255.01 96.67 1281.37

101 231 4137.60 -11.32 2.81 12.41 -143.82 -298.17 0.00 -105.56 1273.22 0.00 3839.43 -11.32 -102.75 1285.63 -143.82 103.37 1293.65

102 231 2543.16 -14.47 8.99 -90.38 -196.09 -298.17 0.00 -105.56 1273.22 0.00 2244.99 -14.47 -96.57 1182.84 -196.09 97.65 1198.98

103 231 3991.61 2.20 3.44 1.80 9.45 -298.17 0.00 -105.56 1273.22 0.00 3693.44 2.20 -102.12 1275.02 9.45 102.14 1275.06

104 231 2883.34 3.21 7.77 -70.07 26.08 -298.17 0.00 -105.56 1273.22 0.00 2585.17 3.21 -97.79 1203.15 26.08 97.84 1203.43

105 231 2306.96 -54.61 4.15 -8.94 -890.39 -298.17 0.00 -105.56 1273.22 0.00 2008.79 -54.61 -101.41 1264.28 -890.39 115.18 1546.35

106 231 1669.21 -55.87 6.63 -50.05 -911.33 -298.17 0.00 -105.56 1273.22 0.00 1371.04 -55.87 -98.93 1223.17 -911.33 113.62 1525.34

107 231 2248.54 -49.52 4.41 -13.18 -832.90 -298.17 0.00 -105.56 1273.22 0.00 1950.37 -49.52 -101.15 1260.04 -832.90 112.62 1510.44

108 231 1805.27 -49.12 6.14 -41.92 -826.28 -298.17 0.00 -105.56 1273.22 0.00 1507.10 -49.12 -99.42 1231.30 -826.28 110.89 1482.85

109 231 1730.65 -53.29 4.37 -12.42 -877.62 -298.17 0.00 -105.56 1273.22 0.00 1432.48 -53.29 -101.19 1260.80 -877.62 114.36 1536.17

110 231 1252.34 -54.23 6.22 -43.25 -893.32 -298.17 0.00 -105.56 1273.22 0.00 954.17 -54.23 -99.34 1229.97 -893.32 113.18 1520.15

111 231 1686.83 -49.55 4.56 -15.60 -835.49 -298.17 0.00 -105.56 1273.22 0.00 1388.66 -49.55 -101.00 1257.62 -835.49 112.50 1509.85

112 231 1354.38 -49.25 5.86 -37.15 -830.52 -298.17 0.00 -105.56 1273.22 0.00 1056.21 -49.25 -99.70 1236.07 -830.52 111.20 1489.17

113 231 2363.22 -0.63 62.45 -209.77 -32.04 -298.17 0.00 -105.56 1273.22 0.00 2065.05 -0.63 -43.11 1063.45 -32.04 43.11 1063.93

114 231 1725.49 -1.88 64.93 -250.88 -52.93 -298.17 0.00 -105.56 1273.22 0.00 1427.32 -1.88 -40.63 1022.34 -52.93 40.67 1023.71

115 231 2304.83 4.70 62.71 -214.00 28.28 -298.17 0.00 -105.56 1273.22 0.00 2006.66 4.70 -42.85 1059.22 28.28 43.11 1059.60

116 231 1861.54 5.10 64.44 -242.75 34.93 -298.17 0.00 -105.56 1273.22 0.00 1563.37 5.10 -41.12 1030.47 34.93 41.44 1031.06

117 231 1786.89 0.26 62.67 -213.26 -24.60 -298.17 0.00 -105.56 1273.22 0.00 1488.72 0.26 -42.89 1059.96 -24.60 42.89 1060.25

118 231 1308.60 -0.68 64.52 -244.09 -40.26 -298.17 0.00 -105.56 1273.22 0.00 1010.43 -0.68 -41.04 1029.13 -40.26 41.05 1029.92

119 231 1743.10 4.23 62.86 -216.43 20.33 -298.17 0.00 -105.56 1273.22 0.00 1444.93 4.23 -42.70 1056.79 20.33 42.91 1056.99

120 231 1410.64 4.53 64.16 -237.99 25.32 -298.17 0.00 -105.56 1273.22 0.00 1112.47 4.53 -41.40 1035.23 25.32 41.65 1035.54

121 231 2642.97 -12.04 10.48 -27.96 -230.36 -298.17 0.00 -105.56 1273.22 0.00 2344.80 -12.04 -95.08 1245.26 -230.36 95.84 1266.39

122 231 2054.80 -11.67 12.76 -65.86 -224.16 -298.17 0.00 -105.56 1273.22 0.00 1756.63 -11.67 -92.80 1207.36 -224.16 93.53 1227.99

123 231 1985.36 -12.28 10.91 -35.10 -235.09 -298.17 0.00 -105.56 1273.22 0.00 1687.19 -12.28 -94.65 1238.12 -235.09 95.44 1260.24

124 231 1544.24 -12.00 12.62 -63.52 -230.43 -298.17 0.00 -105.56 1273.22 0.00 1246.07 -12.00 -92.94 1209.70 -230.43 93.71 1231.45

502

503