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  1. Home/
  2. Md Nizamuddin Mondal/
  3. Project 2

Project 2

                                                          Calculation of All loads       Name of Project/ Work             …

  • BIM
  • CAE
  • CFD
  • CSS
  • DEM

  • Md Nizamuddin Mondal

    updated on 02 Mar 2023

 

                                                        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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