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Project 2

MMd Nizamuddin Mondal2 Mar 2023
BIMCAECFDCSSDEMFEA
Calculation of All loads
Name of Project/ Work Calculation of All loads
Name of Client Skill-Lync
Name of authourity Engineer Skill-Lync
Designer Name Md Nizamuddin
Check by Skill-Lync Professor
Approved By Skill-Lync Professor
Aim & Introduction:-

Client Skill- Lync has awarded Company Rahaman & Son Enterprise for Project Bridge Design & Analysis

Company M/S-Rahaman & Son Enterprise has appointed Design Agency’s name Skill- Lync as the “Design Consultant” to carry out the Detailed Design of the project corridor.
Design Data:-
No of Span = 4 Nos
the span of the Bridge = 10 m
Water Current Force:- =
HFL above Foundation = 4.00 m
Span of the Structure = 10.00 m
The Mean Velocity Vmean = 2.50 m/s
Maximum Velocity= Vmax. = 3.54
m/s
Shape Constant Factor, Shape of Pier is square k = 1.50
Solution:-
HFL above Foundation = 4.00 m
Span of the Structure = 10.00 m
The Mean Velocity Vmean = 2.50 m/s
Maximum Velocity= Vmax. = 3.54
m/s
Shape Constant Factor, Shape of Pier is square k = 1.50
Water Current Force P = 975.00
KN/m2
Indivisual Force as UDL = 1170.00 KN/m
Structure sub-merge in water ( Force action from o to m 8 m height of the Structure) = 8.00 m
Centrifugal Force :- =
No of Span = 4 Nos
length of Span = 10.00 m
Width if CarriageWay(CW) = 9.00 m
Radius of Curvature = 2.00 m
Design Speed of Vehicle = 50.00 km/hr.
Distance between two Pier (C/C) = 3.50 m
The Bridge is subjected 70R tracked vehicle load = 70.00 KN
Solution:-
Design Speed of Vehicle V = 50.00 km/hr.
Radius of Curvature R = 2.00 m
Live Load W = 70.00 KN
We have taken this formula to calculatr the centrifugal force =
C = WV2/(127R)

Centrifugal Force C = 688.98 KN
Wave Force:-
Maximum of Vertical Wave-Induced Load( EQ-3) = (Fv)max.=(Cva-v)xFv
Maximum of Horizontal Wave-Induced Load(EQ-4) = (Fh)max.=[1+Cr(N-1)x(Cva-h)xFh
Where
Vertical Load = (Fv)
Horaizontal Load = (Fh)
Empirical Co-efficient for Vertical Varying Load = Cva-v
Empirical Co-efficient for horizontal Varying Load = Cva-h
Vertical Load =
EQ. 1
Horaizontal Load = EQ. 2
Where
Area the bridge contributing to vertical uplift Av
Difference between elevation of crest of max. wave & elevation of underside of the deck
=
Unit Weight of Water = 5.00 Kn/m3
Reduction Co-efficient Cr = 0.40
No of Girders supporting deck slab N = 4.00 Nos
Solution:-
Max. Crest elevation of the wave(nmax) = 3.00 m
Depth of Girder = 1.60 m
No of Girders(N) = 4.00 Nos
Span = 10.00 m
Deck Width = 10.50 m
Unit Weight of Water = 5.00 Kn/m3
= 2.20 m
= 2.00 m
Vertical Force, Fv as per EQ-1 = 76.50 KN
Horizantal Force, Fh As per EQ-2 = 330.00 KN
Empirical Co-efficient for Vertical Varying Load(Cv) = 3.00
Empirical Co-efficient for horizontal Varying Load (Cv) = 3.00
Maximum of Vertical Wave-Induced Load as per EQ 3 = 66.00 KN
Maximum of Horizontal Wave-Induced Load as per EQ 4 = 2178.00 KN
Snow Load;-
Span of the Bridge = 10.00 m
Flat Deck Angle,
= 0 Degree
Settle Snow Density = 3.00 Kn/M3
Shape Co-efficient Factor from IS 875-part V
= 0.80
Depth of Snow = 1.25 m
Solution:-
Snow Load, So = 37.50 KN/M
Design Snow Load,S = 30.00 KN/M
Barge Collision Impact Load:-
No of Container = 1500 Nos
Each Containner Weight as per Standard 6.1 TEU = 2.28 Tonne
Total Weight of the Container W = 3420 Tonne
Barge impact of Speed V = 50 Km/hr.
V = 13.89 m/s
Hydrodynamic Co-efficient CH = 1.25
=
Solution:- =
Barge collision Energy =
KE=500xCHxWxV2 = 412326388.89 N-m
=
([1+1.3x10-7xKE]0.5 = 7.39
Barge damage Depth =
aB=3100x([1+1.3x10-7xKE]0.5-1) = 19806.97 mm
= 19.81 m
Barge Collision Impact Force =
PB=6x106+1600xaB aB>=100 mm = 37691154.90 N
PB = 37691.15 Kn
Pier Size = 1.20 m2
Force Acting on the Member as a UDL = 31409.30 KN/m
Temperature Load:-
Location = Delhi
Maximum temperature in this location as per IRC 6,Page-57, Fig.15 = 47.5 oC
Minimum temperature in this location as per IRC 6,Page-58, Fig.16 = -2.5 oC
Grade of Concrete = M 40
Span of the Bridge = 9.00 m
Box Girder Height = 1.50 m
Box Girder Width = 1.50 m
Web Thickness 0.30 m
Widfth of Deck Slab = 7.00 m
Thickness of Deck Slab = 0.55 m
Pier Cap Width = 6.00 m
Pier Height = 10.00 m
Co-efficient of Thermal Expansion aas per IRC 6-2017 Page-59 = 12x10-6 oC
Modulus of Elasticity of material E
= Pa( Pascal)
=
31622.78
Pa( Pascal)
Solution:-
Effective temperature difference(A-B)/2+10, IRC 6, table 15 = 35.00 oC
Stree due to temperature=
=
13.28 KN/m2
Maximum Permissible Stress(2/3x.7xfck1/2)
= 2.95 KN/m2
Ok, this value is restricted to 3 KN/m2
Positive temperature difference
Temperature at Top = 47.50 oC
Temperature at Bottom as IRC 6 2017, page no59, Fig:17a = 5.60 oC
Material Properties =
Density of concrete = 25.00 KN/m3
Grade of Concrete = M 40 N/mm2
Grade of Steel = Fe 415 N/mm2

General Arrangment :-

1.0 Procedure:-
1.1

Geo-metry Figure:-
1.2

Support assigned:-
1.3

Properties Assigned:-
1.4

Materials Assigned:-
1.4

Load / Forces & Stress Assigned:-
1.5

Run the model:-
2.0 Results:
2.1

Maximum Bending Moment;-

Beam L/C Section Axial Force kN Shear-Y kN Shear-Z kN Torsion kN-m Moment-Y kN-m Moment-Z kN-m Remarks
1885 Water current force 1 -135.352 -6717.079 9.531 332.814 -1.47E+00 11238.147 Max. Bending Moment
5 Water current force 0 135.352 -6717.079 9.531 332.814 1.47E+00 -11238.146 Mini.. Bending Moment
1968 Wave Load 1 311.843 -1038.312 -1.062 -51.046 -14.149 1737.168 Max. Bending Moment
9 Wave Load 0 1033.735 -1050.236 -7.865 -52.923 -35.662 -1754.591 Mini.. Bending Moment
89 Snow Load 1 1.308 -42.342 -0.339 -0.368 -0.254 76.558 Max. Bending Moment
67 Snow Load 0 0.936 -0.497 0.01 -0.08 0.018 -66.729 Mini.. Bending Moment
1885 Barge Impact Load 1 1.10E+05 -84353.95 -496.403 4058.439 4092.972 1.74E+05 Max. Bending Moment
1970 Barge Impact Load 0 -23746.8 -34207.37 -5964.17 3926.612 -8156.13 -29644.072 Mini.. Bending Moment
4 Load No-74 Centrifugal Force 0 10.541 214.421 0.915 4.755 -1.276 340.855 Max. Bending Moment
195 Load No- 72 Centrifugal Force 0.167 6.949 233.009 -0.072 -3.743 -0.123 -555.414 Mini.. Bending Moment
46 Temperature Load 0 844.488 276.4 41.062 -0.125 -287.548 284.608 Max. Bending Moment
89 Temperature Load 1 47.729 1013.136 -21.572 152.526 -13.58 -4593.518 Mini.. Bending Moment
2.2

Bending Moment Diagram(BMD):-
2.3

Maximum Shear Force:-

Beam L/C Section Axial Force kN Shear-Y kN Shear-Z kN Torsion kN-m Moment-Y kN-m Moment-Z kN-m Remarks
2123 Water current force 1 49.62 1701.104 -30.6 -1078.76 -2.209 -1396.22 Max. Shaer Force
1885 Water current force 0.917 -135.352 -6717.08 9.531 332.814 -1.86E+00 10958.27 Mini. Shaer Force
1 Wave Load 0 -112.66 265.775 233.069 168.355 -26.848 222.221 Max. Shaer Force
9 Wave Load 0 1033.735 -1050.24 -7.865 -52.923 -35.662 -1754.59 Mini. Shaer Force
6 Snow Load 0 0.953 48.503 0.033 -0.412 -0.012 9.756 Max. Shaer Force
1947 Snow Load 0 0.952 -48.472 0.033 -0.413 -0.005 -14.494 Mini. Shaer Force
5 Barge Impact Load 0.917 1.10E+05 84353.95 496.403 -4058.44 4320.49 1.35E+05 Max. Shaer Force
1885 Barge Impact Load 1 1.10E+05 -84354 -496.403 4058.439 4092.972 1.74E+05 Mini. Shaer Force
2045 Temperature load 0.5 98.185 1015.861 22.203 -154.189 10.62 -4198.91 Max. Shaer Force
30 Temperature load 1 100.672 -793.441 -22.253 156.914 5.219 -2934.08 Mini. Shaer Force
13 Load No-60 Centrifugal Force 0 -0.737 869.871 -0.143 -0.552 0.102 22.883 Max. Shaer Force
672 Load No-26 Centrifugal Force 1 0.02 -869.895 0.023 0.712 0.038 -97.821 Mini. Shaer Force
2.4

Shear Force Diagram(SBD):-
2.5

Reaction:-

L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m
1.00 Loads - - 1.40E+05 -5.62E+05 -2.81E+06 -
Reactions - - -1.40E+05 5.62E+05 2.81E+06 -
Difference - - - - - -
3.00 Loads - 330.00 10,890.00 -1,551.00 -2.18E+05 6,600.00
Reactions - -330.00 -10,890.00 1,551.00 2.18E+05 -6,600.00
Difference - - - - - -
4.00 Loads - -3,775.50 - 19,798.88 - -75,597.76
Reactions - 3,775.50 - -19,798.88 - 75,597.76
Difference - - - - - -
5.00 Loads - - - - - -
Reactions - - - - - -
Difference - - - - - -
6.00 Loads - - - - - -
Reactions - - - - - -
Difference - - - - - -
7.00 Loads - -2,755.92 - 6,820.90 - -4,960.69
Reactions - 2,755.92 - -6,820.90 - 4,960.69
Difference - - - - - -
2.6

Maximum Plates Stress:-
2.7

Deflection of the model;-
2.8 Displacement of the Model;-
3.0 Report :-
3.1

Maximum Shear Force :-

Beam L/C Section Axial Force kN Shear-Y kN Shear-Z kN Torsion kN-m Moment-Y kN-m Moment-Z kN-m Remarks
2123 Water current force 1 49.62 1701.104 -30.6 -1078.76 -2.209 -1396.22 Max. Shaer Force
1885 Water current force 0.917 -135.352 -6717.08 9.531 332.814 -1.86E+00 10958.27 Mini. Shaer Force
1 Wave Load 0 -112.66 265.775 233.069 168.355 -26.848 222.221 Max. Shaer Force
9 Wave Load 0 1033.735 -1050.24 -7.865 -52.923 -35.662 -1754.59 Mini. Shaer Force
6 Snow Load 0 0.953 48.503 0.033 -0.412 -0.012 9.756 Max. Shaer Force
1947 Snow Load 0 0.952 -48.472 0.033 -0.413 -0.005 -14.494 Mini. Shaer Force
5 Barge Impact Load 0.917 1.10E+05 84353.95 496.403 -4058.44 4320.49 1.35E+05 Max. Shaer Force
1885 Barge Impact Load 1 1.10E+05 -84354 -496.403 4058.439 4092.972 1.74E+05 Mini. Shaer Force
2045 Temperature load 0.5 98.185 1015.861 22.203 -154.189 10.62 -4198.91 Max. Shaer Force
30 Temperature load 1 100.672 -793.441 -22.253 156.914 5.219 -2934.08 Mini. Shaer Force
13 Load No-60 Centrifugal Force 0 -0.737 869.871 -0.143 -0.552 0.102 22.883 Max. Shaer Force
672 Load No-26 Centrifugal Force 1 0.02 -869.895 0.023 0.712 0.038 -97.821 Mini. Shaer Force
3.2

Maximum Bending Moment:-

Beam L/C Section Axial Force kN Shear-Y kN Shear-Z kN Torsion kN-m Moment-Y kN-m Moment-Z kN-m Remarks
1885 Water current force 1 -135.352 -6717.079 9.531 332.814 -1.47E+00 11238.147 Max. Bending Moment
5 Water current force 0 135.352 -6717.079 9.531 332.814 1.47E+00 -11238.146 Mini.. Bending Moment
1968 Wave Load 1 311.843 -1038.312 -1.062 -51.046 -14.149 1737.168 Max. Bending Moment
9 Wave Load 0 1033.735 -1050.236 -7.865 -52.923 -35.662 -1754.591 Mini.. Bending Moment
89 Snow Load 1 1.308 -42.342 -0.339 -0.368 -0.254 76.558 Max. Bending Moment
67 Snow Load 0 0.936 -0.497 0.01 -0.08 0.018 -66.729 Mini.. Bending Moment
1885 Barge Impact Load 1 1.10E+05 -84353.95 -496.403 4058.439 4092.972 1.74E+05 Max. Bending Moment
1970 Barge Impact Load 0 -23746.8 -34207.37 -5964.17 3926.612 -8156.13 -29644.072 Mini.. Bending Moment
4 Load No-74 Centrifugal Force 0 10.541 214.421 0.915 4.755 -1.276 340.855 Max. Bending Moment
195 Load No- 72 Centrifugal Force 0.167 6.949 233.009 -0.072 -3.743 -0.123 -555.414 Mini.. Bending Moment
46 Temperature Load 0 844.488 276.4 41.062 -0.125 -287.548 284.608 Max. Bending Moment
89 Temperature Load 1 47.729 1013.136 -21.572 152.526 -13.58 -4593.518 Mini.. Bending Moment
3.3

Reaction:-

L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m
1.00 Loads - - 1.40E+05 -5.62E+05 -2.81E+06 -
Reactions - - -1.40E+05 5.62E+05 2.81E+06 -
Difference - - - - - -
3.00 Loads - 330.00 10,890.00 -1,551.00 -2.18E+05 6,600.00
Reactions - -330.00 -10,890.00 1,551.00 2.18E+05 -6,600.00
Difference - - - - - -
4.00 Loads - -3,775.50 - 19,798.88 - -75,597.76
Reactions - 3,775.50 - -19,798.88 - 75,597.76
Difference - - - - - -
5.00 Loads - - - - - -
Reactions - - - - - -
Difference - - - - - -
6.00 Loads - - - - - -
Reactions - - - - - -
Difference - - - - - -
7.00 Loads - -2,755.92 - 6,820.90 - -4,960.69
Reactions - 2,755.92 - -6,820.90 - 4,960.69
Difference - - - - - -
3.4

Maximum Plates Stress:-

Plate L/C SQX N/mm2 SQY N/mm2 MX kN-m/m MY kN-m/m MXY kN-m/m SX N/mm2 SY N/mm2 SXY N/mm2 Remarks
54 Water Current load -1.511 -3.778 830.851 11666.464 6846.244 0.019 -0.081 -0.029 Max. Stress
54 Barge Impact load 5.558 42.618 -12498.5 -1.88E+05 -1.16E+05 -0.958 -66.486 -31.948 Min. Stress
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