Design of Pile Foundation for Unit 2 of

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.

Pile Design_R1 / Intro CDC Consulting Design Engg. Centre (P) Ltd.

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.

Pile Design_R1 / Intro CDC Consulting Design Engg. Centre (P) Ltd.

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 =

Medium Sand

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 =

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

Depth of fixity, L f =

1.83 x 386 =

707 cm

710 cm on safer side Hence, fixity level of pile considering sandy sub-soil = -16.500 - 7.100 =

say =

-23.600 m

Assumed type of soil below dredged level =

Very Stiff to Hard Clay

2 = {Considering q u = 1.54 Kg/cm as per Table-2 of Appendix-C}

50 kg/cm

R = ( EI / K 2 ) ^ 0.25 = ( 4,522,134,546,384 / 50.000 ) ^ 0.25 =

548 cm

L 1 /R= 2,038 / 548 =

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

Depth of fixity, L f =

1.87 x 548 =

1025 cm

1030 cm on safer side Hence, fixity level of pile considering clayey sub-soil = -16.500 - 10.300 =

say =

-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

Pile Design_R1 / Fixity CDC Consulting Design Engg. Centre (P) Ltd.

(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

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

0.525 kg/cm

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 =

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

Depth of fixity, L f =

1.85 x 386 =

715 cm

715 cm on safer side Hence, fixity level of pile considering sandy sub-soil = -13.700 - 7.150 =

say =

-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 =

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

Depth of fixity, L f =

1.84 x 325 =

598 cm

600 cm on safer side Hence, fixity level of pile considering sandy sub-soil = -11.525 - 6.000 =

say =

-17.525 m

Pile Design_R1 / Fixity CDC Consulting Design Engg. Centre (P) Ltd.

(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 4 x 130 ^ 4 / 64 = 14019848 cm 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

3.69

L 1 /T= 1,200 / 325 =

1.87

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

Depth of fixity, L f =

1.87 x 325 =

608 cm

610 cm on safer side Hence, fixity level of pile considering sandy sub-soil = -8.125 - 6.100 =

say =

-14.225 m

Pile Design_R1 / Fixity CDC Consulting Design Engg. Centre (P) Ltd.

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

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.

Load Case-1:

Dead Load ** (DL) Density of concrete =

25.000 kN/m 3

(a) Weight of Precast Fender Block:

Width = 3.100 m

Weight = 3.100 x 1.300 x 25.0 = 100.750 kN/m Load applied on Member Numbers =

Depth =

1.300 m

1 to 6

(b) Weight of Fender:

Assumed weight of each fender =

Eccentricity assumed from CG of fender block = 1.350 m Moment due to weight of fender = 40.000 x 1.350 =

40.000 kN

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

Load applied on Member Numbers =

7 to 26 and 47 to 66 in between piles

(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

Load applied on Member Numbers =

27 to 46 in between piles

(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

Weight = 3.526 x 25.0 =

88.156 kN/m

Load applied on Member Numbers =

67 to 86 in between piles

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

(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

Load applied on Member Numbers =

178, 179, 193, and 194 in between piles

(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

Load applied on Member Numbers =

177, 180, 192 and 195

(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

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

(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

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

(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

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

(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)

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

= 3.000 kN/m 2 Clear width of service duct =

= 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

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

(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)

(Remaining length of piles upto virtual soil level) Load applied on Member Numbers =

Buoyant weight of pile = 1.327 x 15.000

= 19.910 kN/m

501 to 576

Load Case-2:

Uniformly Distributed Live Load of 30 kN/m 2 ** (LL)

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

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 =

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

(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 =

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

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

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

Length = 1.100 m

Width =

1.000 m

Load = 1.100 x 1.000 x 30.0 =

(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

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

(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 ) =

d/H= 18.800 / 0.500 =

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

H b / (gT 2 )=

H b = 0.014 x 9.80 x 10.0 ^ 2 =

13.720 m

H/H b = 0.500 / 13.720 =

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

H = 0.250 Hb

H = 0.500 Hb

H = 0.036 Hb

K im 0.390

K Dm 0.260

S im 0.540

S Dm 0.670

Evaluation of Drag Coefficient, C D :

From figure 7-68 of Shore Protection Manual (SPM), L A /L O =

L O /L A =

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 =

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

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

Calculation of Wave Force:

F im = Inertia force on pile = C M ρ g π D 2 HK 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 dS im =

5.20 x 18.800 x 0.497

48.60 kNm

F = Drag force on pile = C

gDH Dm 2 D ρ 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 dS Dm =

0.32 x 18.800 x 0.567

= 3.41 kNm

Total horizontal force on pile due to wave = F im +F Dm =

5.519 kN

Total moment due to wave force on pile = M im +M Dm =

52.02 kNm

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

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

-7.074 m CD

2.300 m CD (HWL)

The wave force calculated above has been applied on Member Pile

5.519 kN

-7.074 m CD

Numbers 501 to 576.

9426 -16.500 m CD (FDL)

Wave Force Diagram on Pile 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

0.700 kN/m The wind force calculated above has been applied on Member Numbers 27 to 86.

Wind force on other longitudinal beams = 0.406 x 1.700

= 0.690 kN/m =

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.

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

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:

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

Load Case-11:

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

Load Case-12:

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 .

Load Case-13:

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.

Pile Design_R1 / Neg Z Loads CDC Consulting Design Engg. Centre (P) Ltd.

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 =

= 1.32 (Refer clause 3.1.2 of above code) Draught of vessel, D

20000 t

DT / DWT

= 9.200 m

Beam of vessel, B =

23.400 m

1.03 t/m 3 Displacement Tonnage, DT =1.32 x 20,000

Length of vessel, L

= 170.000 m

Unit weight of sea water, w =

= 26400 t Velocity of vessel, V

= 26400 t

W D = DT

= 0.15 m/s

g = 9.80 m/sec 2

Mass coefficient, C m =1+pD 2 Lw/(4W d )=

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

0.51 for approach angle of 10 o (Refer Table 3 of above code). Softness coefficient, C s =

Eccentricity coefficient, Ce =

0.95 (Refer clause 5.2.1.4 of above code) Berthing Energy, E = W D xV 2 xC m xC e xC s /(2xg)

21.157 tm Increasing the above energy by

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

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:

= 1.25 (Refer clause 3.1.2 of above code) Draught of vessel, D

DWT =

80000 t

DT / DWT

= 12.600 m

Beam of vessel, B =

33.400 m

Length of vessel, L

1.03 t/m 3 Displacement Tonnage, DT =1.25 x 80,000

= 259.000 m

Unit weight of sea water, w =

W D = DT = 100000 t Velocity of vessel, V

= 100000 t

= 0.15 m/s

g = 9.80 m/sec 2

Mass coefficient, C m =1+pD 2 Lw/(4W d )=

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

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 xV 2 xC m xC e xC s /(2xg)

74.119 tm Increasing the above energy by

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

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 =

= 1.16 (Refer clause 3.1.2 of above code) Draught of vessel, D

160000 t

DT / DWT

= 16.000 m

Beam of vessel, B =

45.000 m

Length of vessel, L

1.03 t/m 3 Displacement Tonnage, DT =1.16 x 160,000 = 186080 t

= 280.000 m

Unit weight of sea water, w =

W D = DT = 186080 t Velocity of vessel, V

= 0.10 m/s

g = 9.80 m/sec 2

Mass coefficient, C m =1+pD 2 Lw/(4W d )=

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

0.51 for approach angle of 10 o (Refer Table 3 of above code). Softness coefficient, C s =

Eccentricity coefficient, Ce =

0.95 (Refer clause 5.2.1.4 of above code) Berthing Energy, E = W D xV 2 xC m xC e xC s /(2xg)

60.332 tm Increasing the above energy by

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

40 % for abnormal berthing,

Design berthing energy, E =

1.40 x 60.332 =

84.5 tm

Hence, design berthing energy, E =

103.767 tm

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

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:

Fentek SCN (Supercone) 1400 Fender of Rubber Grade E1.6 or equivalent is proposed for the jetty. For this fender, Energy absorption capacity

= 1195 kNm with corresponding reaction force = 1651 kN Coefficient of friction of rubbing strip =

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) 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.

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

2.100 kN/m The wind force calculated above has been applied on Member Numbers 7 to 26.

= 2.053 kN/m =

Average depth of other longitudinal beams below deck slab =

1.700 m

Wind force on other longitudinal beams = 0.913 x 1.700

1.600 kN/m The wind force calculated above has been applied on Member Numbers 27 to 86.

= 1.551 kN/m =

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:

Vertical Load from LPS 600 Crane for Storm Condition placed on Left Side-Position-1 **(SLPSL1)

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

Load Case-19:

Vertical Load from LPS 600 Crane for Storm Condition placed on Left Side-Position-2 **(SLPSL2)

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

Load Case-20:

Longitudinal Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-18 in Negative X Direction **(SLPSLHF_LN)

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

Load Case-21:

Transverse Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-18 in Negative Z Direction **(SLPSLHF_TN)

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

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

Load Case-22:

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

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.

Load Case-23:

Longitudinal Seismic on uniformly distributrd live load in Negative X Direction * (EQLL_LN) Longitudinal seismic force on live load has been considered as 0.040 times the uniformly distributed live load

calculated in Load Case-2.

Transverse Seismic on Dead Load in Negative Z Direction * (EQDL_TN) The deflection of the jetty frame towards the land side will be blocked by the land mass and consequently, the

Load Case-24:

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.

Maximum horizontal seismic coefficient, a h = (Z/2) x (Sa/g) / (R/I)

Z=

0.16 (Sa/g) max

R=

3.00 I=

So, a h = ( 0.160 / 2 ) x 2.500 / ( 3.000 / 1.500 ) =

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.

Load Case-25:

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

Load Case-26:

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

(EQLPSL_LN)

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.

Load Case-27:

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.

Load Case-28:

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.

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

Load Case-29:

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-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:

Vertical Load from LPS 600 Crane for Service Condition placed on Right Side-Position-1 **(WLPSR1)

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

Load Case-33:

Vertical Load from LPS 600 Crane for Service Condition placed on Right Side-Position-2 **(WLPSR2)

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

Load Case-34:

Vertical Load from GHSK 3832B Crane foe Service Condition placed on Right Side- Position-1 **(WCRNR1)

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

Load Case-35:

Vertical Load from GHSK 3832B Crane for Service Condition placed on Right Side- Position-2 **(WCRNR2)

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

Load Case-36:

Longitudinal Horizontal Load from LPS 600 Crane for Service Condition for Load Case-32 in Positive X Direction **(WLPSRHF_LP)

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

Load Case-37:

Transverse Horizontal Load from LPS 600 Crane for Service Condition for Load Case-32 in Negative Z Direction **(WLPSRHF_TN)

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

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:

Vertical Load from LPS 600 Crane for Storm Condition placed on Right Side-Position-1 **(SLPSR1)

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

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

Load Case-41:

Vertical Load from LPS 600 Crane for Storm Condition placed on Right Side-Position-2 **(SLPSR2)

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

Load Case-42:

Longitudinal Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-40 in Positive X Direction **(SLPSRHF_LP)

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

Load Case-43:

Transverse Horizontal Load from LPS 600 Crane for Storm Condition for Load Case-40 in Negative Z Direction **(SLPSRHF_TN)

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

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:

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.

Load Case-49:

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

(EQLPSR_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-32.

Load Case-50:

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

(EQCRNR_LP)

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.

Load Case-51:

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

(EQCRNR_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-34.

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

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

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

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

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.

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

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.

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

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.

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

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.

Pile Design_R1 / Berthing and Other Loads CDC Consulting Design Engg. Centre (P) Ltd.

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

STAAD FILE NAME Total ULS Forces

MEMBER LOAD JT

Main Jetty_Unit 2_Neg Z_Pile1

Main Jetty_Unit 2_Neg Z_Pile2

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

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_T Sheet No.: 20

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_T Sheet No.: 21

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_T Sheet No.: 22

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_T Sheet No.: 23

Maximum ULS Vertical Load, P u, max =

121.63 kN Maximum ULS Moment, M u, max =

6121.80 kN

Minimum ULS Vertical Load, P u, min =

541.44 kN

Maximum ULS Shear Force, V u, max =

1657.82 kNm

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_T Sheet No.: 24

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

STAAD FILE NAME Total ULS Forces

MEMBER LOAD JT

Main Jetty_Unit 2_Neg Z_Pile1

Main Jetty_Unit 2_Neg Z_Pile2

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

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_B Sheet No.: 25

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_B Sheet No.: 26

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_B Sheet No.: 27

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_B Sheet No.: 28

Maximum ULS Vertical Load, P u, max =

156.14 kN Maximum ULS Moment, M u, max =

6715.61 kN

Minimum ULS Vertical Load, P u, min =

1585.88 kN

Maximum ULS Shear Force, V u, max =

1942.46 kNm

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GA_NZ_ULS_B Sheet No.: 29

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

STAAD FILE NAME Total ULS Forces

MEMBER LOAD JT

Main Jetty_Unit 2_Neg Z_Pile1

Main Jetty_Unit 2_Neg Z_Pile2

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

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_T Sheet No.: 30

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_T Sheet No.: 31

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_T Sheet No.: 32

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_T Sheet No.: 33

Maximum ULS Vertical Load, P u, max =

151.15 kN Maximum ULS Moment, M u, max =

4409.40 kN

Minimum ULS Vertical Load, P u, min =

996.80 kN

Maximum ULS Shear Force, V u, max =

1866.13 kNm

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_T Sheet No.: 34

SUMMARY OF FORCES FOR PILES IN GRID "B" FOR ULS CONDITION AT FIXITY LEVEL FOR FORCES ACTING IN NEGATIVE "Z" DIRECTION:

STAAD FILE NAME Total ULS Forces

MEMBER LOAD JT

Main Jetty_Unit 2_Neg Z_Pile1

Main Jetty_Unit 2_Neg Z_Pile2

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

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_B Sheet No.: 35

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_B Sheet No.: 36

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_B Sheet No.: 37

Main Jetty_Unit 2_Neg Z_Pile Moment_ULS_R1 / GB_NZ_ULS_B Sheet No.: 38

Maximum ULS Vertical Load, P u, max =