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Challenge

Week 11 Challenge

MMd Nizamuddin Mondal29 Sept 2023
BIMCFDDEMFEAGISHEV
1.      Introduction:
This design note pertains to the design of Pier with POT PTFE bearing.
Structural Skew angle is  0 degree.
The substructure consists of RCC wall type Pier on pile foundation.
 Following components of substructure
2.      Loads
2.1.    Dead load (Due to self-weight of superstructure, substructure, foundation, and soil weight)
2.2.    Superimposed Dead Load (SIDL) excluding wearing course due to crash barrier.
2.3.    Superimposed Dead Load (SIDL) due to wearing course.
3.      Carriageway live load
3.1.    1 lane of 70R Wheeled.
3.2.    1 lane of Class A
3.3.    3 lanes of Class A
3.4.    1 lane of 70R Wheeled + 1 lane of Class A
4.      Wind load
4.1.    Wind loads no Live load.
4.1.1.  Wind force on super-structure
4.1.2.  Wind force on sub-structure
4.1.2.1. Wind force on Pier/Abutment Cap
4.1.2.2. Wind force on Pier/Abutment shaft
4.2.    Wind loads with Live load.
4.2.1.  Wind force on super-structure
4.2.2.  Wind force on sub-structure
5.       Load Combinations for Limit State
Following Limit States are considered.
5.1.    Ultimate Limit State (For verification of structural strength)
5.1.1.  Basic Combination
6.      B Serviceability Limit State
6.1.    Rare Combination (For checking stress limits)
6.2.    Quasi-permanent Combination (For checking crack width in RCC structures)
7.      Combination for Design of Foundation
7.1.    Combination 1
7.2.    Combination 2
8.      Design Philosophy
Design is done using limit state method.
9.      Design of Foundation
ULS design is done for Combination 1 while stress is checked using.

Combination 2. Crack width is controlled by adjusting bar diameter and spacing.

2 Basic design data               
2.1 Span and cross section data for Pier            
  Left Span                
  C/C of expansion gap       = 12.5 m (Sq.)
  C/C of bearing         = 11.26 m (Sq.)
  Distance of bearing to expansion gap    = 0.62 m (Sq.)
  Right  Span                
  C/C of expansion gap       = 34.72 m (Sq.)
  C/C of bearing         = 33.2 m (Sq.)
  Distance of bearing to expansion gap    = 0.76 m (Sq.)
  Total width         = 15.75 m  
  Carriageway Width       = 14.85 m  
  No. of bearing         = 4 Nos  
  C/C Spacing of girders       = 3.2 m  
  Left Span                
  Foothpat width       = 0 m  
  Crash Barrier width       = 0.45 m  
  Handrail Width       = 0 m  
  Depth of Superstructure       = 0.975 m  
  CG of Superstructure from bottom     = 0.488 m  
  Deck slab Depth       = 0.22 m  
  Right Span                
  Foothpat width       = 0 m  
  Crash Barrier width       = 0.45 m  
  Handrail Width       = 0 m  
  Deck slab Depth       = 0.22 m  
  Depth of Superstructure       = 2.72 m  
  CG of Superstructure from bottom     = 1.65 m  
  Wearing Coat Thickness       = 0.05 m  
  Height of Crash Barrier       = 0.9 m  
  Bearing Thickness       = 0.2 m  
  Height of pedestal       = 0.15 m  
  Horizontal distance of FRL from pedestal of least height = 4.8 m  
  Cambar /Super elevation        = 2.50%    
  Extension joint        = 0.04 m  
  Skew Angle         = 0    
  Type of superstructure left  Span     = Slab    
  Type of me superstructure right Span     = PSC Girders & deck  
  CG of SIDL for left span from bearing top level    = 1 m  
  CG of SIDL for right  span from bearing top level    = 2.75 m  
                   
2.2 Sailent Levels                
  Finished road level      FRL = 61.55 m  
  Bearing level         BRL = 58.66 m  
  Pier cap top level.       CTL = 58.31 m  
  Ground level.         GL = 38.112 m  
  Pile cap bottom level       FL = 36.312 m  
  Liquefaction level       = 32.74 m  
  Pile bottom level        = 6.312 m  
                   
2.3 Material Data                
  For Concrete                
  Grade of concrete       fck = M 35    
  design a strength of concrete     fcd = 15.63 Mpa  
  Density of concrete         = 2.5 t/m3  
  Modulus of elasticity of concrete     Ec = 3.20E+04 Mpa  
  Mean axial tensile strength of concrete  fctm = 2.8 Mpa IRC:112-2020,Annex.A-2
  Coefficient of thermal expansion of concrete    = 1.20E-05 o/c  
  For Steel                 
  Grade of steel       fy = Fe 500    
  Design strength of steel       fyd = 434.78 Mpa  
  Modulus of elasticity of steel    Es = 2.00E+05 Mpa  
  Shrinkage strain         = 2.00E-04    
  Density of wearing Coat       = 2.2 t/m3  
2.4 Soil Data                
  Coefficient of friction         = 0.5   refer from geo.tech. report
  Density of soil        = 2.0 t/m3  
  Dubmerged density of soil       = 1.0 t/m3  
  Type of soil          = Medium Soil  
                   
  Locations Dia length below Pile cap bottom Allowable Compressive (t) Allowable Uplift
 (t)		        
  P22,P23 1.2 30 390 222        
                   
2.5 Hydrological data               
  Main velocity of water current      = 0.0001 m/s  
      Refer from Hydrology report         
  Normal water current angle to the Pier   = 0 o  
                   
2.7 Load Data                
  Dead Load                
  Left Span                
  Total reaction from left span     = 313.3 t  
  Right Span                
  Total reaction from right span      = 364.5 t  
  SIDL                
  Self weight of crash barrier  SIDL-1   = 0.70 t/m  
  Load intensity due to wearing course  SIDL-2   = 0.11 t/m2  
  Live Load cases               
  1 Lane 70R-Wheeled              
  1 Lane Class A                
  3 lane Class A                
  1Lane Class A + 1Lane of Class A            
  % Reduction  (for three lane loading)     = 90%    
  Fraction of live load remaining in seismic case   = 20%    
  Wind Load Data               
  Basic Wind Speed       = 47 m/s  
  Type of terrain        = Plain terrain  
  Parameters for wind force on  super structure. ( except truss)        
  For Dl+SIDL                
    Overall Height from GL with crash Barrier = 24.338 m  
    Gust Factor   G = 2 Cl.209.3.3,IRC6-2017
    Drag  Co-eeficient   CD = 1.3    
    Lift Co-eeficient   CL = 0.75 Cl.209.3.5,IRC6-2017
  For Live load                
    Gust Factor   G = 2    
    Drag  Co-efficient   CD = 1.2 Cl.209.3.6,IRC6-2017
    Lift Co-efficient   CL = 0    
                   
  Parameters for wind force on  sub- structure.          
  For Pier /Abutment Cap              
    t/b   11/3.8   =           2.89    
    Height/Breadth (0.78+0.83)/3.8 =           0.42    
    Drag  Co-efficient   CD =           0.70 Table 13,IRC6-2017
    Gust Factor   G = 2    
  For Pier /Abutment Shaft            
    t/b   11/3.8   =           2.89    
    Height/Breadth (18.588)/2.5   =           7.44    
    Drag  Co-efficient   CD =           0.84 Table 13,IRC6-2017
    Gust Factor   G = 2    
                   
2.8 Bearing Data                
  Type of bearing       = POT-PTFE    
  No. of bearing over pier on support line    = 8 Nos 2 rows
                   
                   
                   
3 Live load calculation             
  3.1.    1 lane of 70R Wheeled.          
  3.2.    1 lane of Class A          
  3.3.    3 lanes of Class A          
  3.4.    1 lane of 70R Wheeled + 1 lane of Class A      
                 
  Total reaction on pier from left span     =         445.39 t
  Total reaction on pier from right span     =         342.47 t
  No. of Bearing       = 8 Nos
  Bearing type        = POT-PTFE  
  Taking force on pier       =    
  Braking force is considered for one train, followed by the other case   
  Total breaking force from one train  = 20% of the fast plane train    
        = & 5% of the train in additional two lanes 
  Case-1: Both span Loaded          
  1 lane 70R -wheeled            
  Load in Tonne Distance wheel C/C Distance from 17 t Moment from 17t CG calcu. From 17 t  CG dist. From 8 t     
  17 0 0 0        
  17 1.37 1.37 23.29        
  17 3.05 4.42 75.14        
  17 1.37 5.79 98.43        
  12 2.13 7.92 95.04        
  12 1.52 9.44 113.28        
  8 3.96 13.4 107.2        
  100 13.4   512.38 5.12 8.28    

Taking Moment about centre of Pier cap Taking Moment about centre of Pier cap
Left Span dist. From c/l of Pier cap Moment from  c/l of Pier cap CG load @ R span Right Span dist. From c/l of Pier cap Moment from  c/l of Pier cap CG load @ R span
17 0.61 10.37   17 0.76 12.92  
12 2.74 32.88   17 2.13 36.21  
12 4.26 51.12   17 5.18 88.06  
8 8.22 65.76          
49 8.22 160.13 3.27 51 5.18 137.19 2.69
               
               
 After that,70R wheel Placed in porper position along L-L      

Length of loading of left span     = 8.22 m
Length of loading of right span     = 5.18 m

Left Span              
Length of span Bearing C/C     =           11.26 m
Distance Exp. Jt to Bearing C/c     =             0.62 m
Distance from Bearing c/c to loadiing c/c   =             2.65 m
Distance loading c/c to other reaction c/c   =             8.61 m
Load         =           49.00 t
Right Span              
Length of span Bearing C/C     =           33.20 m
Distance Exp. Jt to Bearing C/c     =             0.76 m
Distance from Bearing c/c to loadiing c/c   =             1.93 m
Distance loading c/c to other reaction c/c   =           31.27 m
Load         =           51.00 t
Live load reaction on pier          
Ra   49-37.48     =           11.52 t
Rb   49*8.61/11.26   =           37.48 t
Rc   51*31.27/33.2   =           48.04 t
Rd   51-48.04     =             2.96 t
               
Braking force in left span 20% of 49   = 9.8 t
Height from bearing top level tobraking force acting point = 4.09 m
FRL-Bearing top level+1.2 or  force*(1.2+wc+deck+girder depth)/ length bearing c/c    
Decrease  change in Reaction Rb due to braking force at bearing level =             3.56 t
Braking force in right span 20% of 51   = 10.2 t
Height from bearing top level tobraking force acting point = 3.97 m
Increase in Reaction Rc due to braking force  at bearing level =             1.22 t
               
Net reaction at Rb at bearing level   =           33.92 t
Net reaction at Rc at bearing level   =           49.25 t
Total vertical  force on pier     =           83.17 t
Eccentricity along L-L @ left Span     = 0.62 m
Eccentricity along L-L @ Right Span     = 0.76 m
Moment along L-L @ left Span     =           21.03 t-m
Moment along L-L @ Right Span     =           37.43 t-m
Net Longitudinal Moment     =           16.41 t-m

Total braking force at bearing level 20% of 100/2 =           10.00 t
Total horizontal force along L-L HL   =           10.00 t
Total horizontal force along T-T HT   =                  -    
Transverse eccentricity       =             4.83  
Total vertical  force on pier     =           83.17 t
Transverse  Moment   MT   =         401.72 t-m
               
1 lane Class-A -wheeled            
               
Load
In Tonne		 Distance
Wheel c/c to c/c		 Distance from 2.7 t Moment from 2.7t CG calcu. From 2.7 t  CG dist. From 6.8 t     
2.7 0 0 0        
2.7 1.1 1.1 2.97        
11.4 3.2 4.3 49.02        
11.4 1.2 5.5 62.7        
6.8 4.3 9.8 66.64        
6.8 3 12.8 87.04        
6.8 3 15.8 107.44        
6.8 3 18.8 127.84        
55.4 18.8   503.65 9.09 9.71    

Taking Moment about centre of Pier cap Taking Moment about centre of Pier cap
Left Span dist. From c/l of Pier cap Moment from  c/l of Pier cap CG load @ R span Right Span dist. From c/l of Pier cap Moment from  c/l of Pier cap CG load @ R span
11.4 0.71 8.1   6.8 3.59 24.4  
11.4 1.91 21.8   6.8 6.59 44.8  
2.7 5.11 13.8   6.8 9.59 65.2  
2.7 6.21 16.8   6.8 12.59 85.6  
28.2   60.4 2.14 27.2   220.1 8.09
               
               
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Left Span              
Length of span Bearing C/C     =           11.26 m
Distance Exp. Jt to Bearing C/c     =             0.62 m
Distance from Bearing c/c to loadiing c/c   =             1.52 m
Distance loading c/c to other reaction c/c   =             9.74 m
Load on left span       =           28.20 t
Right Span              
Length of span Bearing C/C     =           33.20 m
Distance Exp. Jt to Bearing C/c     =             0.76 m
Distance from Bearing c/c to loadiing c/c   =             7.33 m
Distance loading c/c to other reaction c/c   =           25.87 m
Load on right span       =           27.20 t
Live load reaction on pier          
Ra   28.2-24.39     =             3.81 t
Rb   28.2*9.74/11.26   =           24.39 t
Rc   27.2*25.87/33.2   =           21.19 t
Rd   27.2-21.19     =             6.01 t
               
Braking force in left span     = 5.64 t
decrease in Reaction Rb due to braking force   =             2.05 t
Braking force in right span     = 5.44 t
Increase in Reaction Rc due to braking force   =             0.65 t
               
Net reaction at Rb       =           22.34 t
Net reaction at Rc       =           21.84 t
Total reaction on pier       =           44.18 t
Eccentricity along L-L @ left Span     = 0.62 m
Eccentricity along L-L @ Right Span     = 0.76 m
Moment along L-L @ left Span     =           13.85 t-m
Moment along L-L @ Right Span     =           16.60 t-m
Net Longitudinal Moment     =             2.75 t-m
Total braking force at bearing level 20% of 55.4/2 =             5.54 t
Total horizontal force along L-L HL   =             5.54 t
Total horizontal force along T-T HT   =                  -   t

Transverse eccentricity       =             6.13 m
Net reaction at Rb       =           44.18 t
Transverse  Moment   MT   =         270.63 t-m
               
3 lanes Class-A -wheeled          
Class-A loading            
Ra   28.2-24.39     =             3.81 t
Rb   28.2*9.74/11.26   =           24.39 t
Rc   27.2*25.87/33.2   =           21.19 t
Rd   27.2-21.19     =             6.01 t
Load on left span       = 28.2 t
Length of span Bearing C/C     = 11.26 m
Height from bearing top level tobraking force acting point = 4.09 m
Load on right span       = 27.2 t
Length of span Bearing C/C     = 33.2 m
Height from bearing top level tobraking force acting point 3.92 m
Live Load reactions            
Ra   90% of 3*3.81   =           10.29  
Rb   90% of 3*24.39   =           65.85  
Rc   90% of 3*21.19   =           57.22  
Rd   90% of 3*6.01   =           16.22  
               
Braking force on left span acts at 1.2m above FRL = 12.69 t
Decrease change in reaction due to braking force =             4.61 t
Braking force on right span     = 12.24 t
Increase change in reaction due to braking force =             1.45 t
               
Net Reaction at Rb       =           61.24 t
Net Reaction at Rc       =           58.67 t
Total vertical Force on Pier     =         119.91 t
Eccentricity along L-L @ left Span     = 0.62 m
Eccentricity along L-L @ Right Span     = 0.76 m
Moment along L-L @ left Span     =           37.97 t-m
Moment along L-L @ Right Span     =           44.59 t-m
Net Longitudinal Moment     =             6.62 t-m
Total braking force at bearing level     =             6.35 t
Total horizontal force along L-L HL   =             6.12 t
Total horizontal force along T-T HT   =                  -   t

Transverse Eccentricity L/S     = 2.625 m
Transverse moment  L/S     =         314.76 t-m
Transverse Eccentricity R/S     = -0.875 m
Transverse moment  R/S     =       -104.92 t-m
Net  Transverse Moment   MT =         209.84 t-m
               
1 lane 70R -W+1 lane class A          
Live load Reaction   70R-W          
Ra   49-37.48     =           11.52 t
Rb   49*8.61/11.26   =           37.48 t
Rc   51*31.27/33.2   =           48.04 t
Rd   51-48.04     =             2.96 t
Live load Reaction  Class-A          
Ra   28.2-24.39     =             3.81 t
Rb   28.2*9.74/11.26   =           24.39 t
Rc   27.2*25.87/33.2   =           21.19 t
Rd   27.2-21.19     =             6.01 t
Live load Reaction  70R-W+Class-A          
Ra         =           13.80 t
Rb         =           55.68 t
Rc         =           62.31 t
Rd         =             8.07 t
70R W load on Left Span     =           49.00 t
Class -A load on Left span     =           28.20 t
70R W load on right Span     =           51.00 t
Class -A load on right  span     =           27.20 t
               
Braking force in left span     =           11.21 t
decrease in Reaction Rb due to braking force   =             4.07 t
Braking force in right span     =           11.56 t
Increase in Reaction Rc due to braking force   =             1.36 t
              t
Net reaction at Rb       =           44.93 t
Net reaction at Rc       =           52.36 t
Total vertical force on pier     =           97.29 t
Longitudinal Moment     ML =           11.94 t
               
Total braking force at bearing level      =           11.39 t
Total horizontal force at bearing level in longitudinal  =           11.39 t
Total transverse force at bearing level    = 0 t
               
Transverse eccentricity of Class A.       = 4.625 m
Transverse eccentricity of 70 R wheel    = 0.88 m
Transverse moment.      MT =         228.49 t-m
               
               
LL1 Maximum reaction case          
LL2 Maximum longitudinal moment case        
LL3 Maximum transverse moment case       
               
Load Summary from Live Load          
Both span loaded             
Load item   Pmax Pmin ML MT HL HT
    t t t-m t-m t-m t-m
1 lane 70R W            83.17        83.17     16.41   401.72           10.00                 -  
1 lane Class-A            44.18        44.18       2.75   270.63             5.54                 -  
3 lanes Class A        119.91     119.91       6.62   209.84             6.12                 -  
1 lane 70R W+1 lane Class-A          97.29        97.29     11.94   228.49           11.39                 -  
One span loaded.             
Load item   Pmax Pmin ML MT HL HT
    t t t-m t-m t-m t-m
1 lane 70R W            89.30        89.30     35.70   290.50           10.00                 -  
1 lane Class-A            42.80        42.80     17.10   194.80             5.50                 -  
3 lanes Class A        113.70     113.70     45.50   119.40           12.50                 -  
1 lane 70R W+1 lane Class-A        118.30     118.30     47.30   240.00           11.40                 -  
               
               
Max. Reaction Summary          
Load case   Pmax Pmin ML MT HL HT
    t t t-m t-m t t
1 lane 70R W            83.17        83.17     16.41   401.72           10.00                 -  
1 lane Class-A            44.18        44.18       2.75   270.63             5.54                 -  
3 lanes Class A        119.91     119.91       6.62   209.84             6.12                 -  
1 lane 70R W+1 lane Class-A          97.29        97.29     11.94   228.49           11.39                 -  
1 lane 70R W            89.30        89.30     35.70   290.50           10.00                 -  
1 lane Class-A            42.80        42.80     17.10   194.80             5.50                 -  
3 lanes Class A        113.70     113.70     45.50   119.40           12.50                 -  
1 lane 70R W+1 lane Class-A        118.30     118.30     47.30   240.00           11.40                 -  
LL1          119.91     119.91     47.30   401.72           12.50                 -  
LL2           47.30      
LL3           401.72    
               
Final Summary            
Normal case            
Bearing Level            
Load case   Pmax Pmin ML MT HL HT
    t t t-m t-m t t
LL1          119.91     119.91       6.62   209.84             6.12                 -  
LL2          118.30     118.30     47.30   240.00           11.40                 -  
LL3            83.17        83.17     16.41   401.72           10.00                 -  
               
Pier Bottom Level            
Load case   Pmax Pmin ML MT HL HT
    t t t-m t-m t t
LL1          119.91     119.91   134.51   209.84             6.12                 -  
LL2          118.30     118.30   285.54   240.00           11.40                 -  
LL3            83.17        83.17   225.39   401.72           10.00                 -  
Footing Bottom Level            
Load case   Pmax Pmin ML MT HL HT
    t t t-m t-m t t
LL1          119.91     119.91   145.53   209.84             6.12                 -  
LL2          118.30     118.30   306.06   240.00           11.40                 -  
LL3            83.17        83.17   243.39   401.72           10.00                 -  
3 Load Calculation from Super-structure
3.1 Deal Load of Super-Structure          
  Reaction from Left Span     = 313.26 t
  Reaction from Right Span     = 364.5 t
  Total reaction on pier  313.26+364.5 =     677.76 t
  Eccentricity along L-L @ Right Span   = 0.76 m
  Eccentricity along L-L @ left Span   = 0.62 m
  Moment along L-L @ Right Span   364.5*0.76 = 277.02 t-m
  Moment along L-L @ left Span   313.26*0.62 = 194.2212 t-m
  Net Longtudinal Moment   277.02-194.2212 = 82.80 t-m
  Eccentricity along T-T @ Right Span   = 0 m
  Eccentricity along T-T @ left Span   = 0 m
  Moment along T-T @ Right Span 364.5*0 = 0 t-m
  Moment along T-T @ left Span   313.26*0 = 0 t-m
  Net Transverse Moment   0-0 = 0 t-m
                 
3.2 SIDL( Crash Barrier,Railing & Foothpath) excluding WC    
  Crash Barrier reaction from Left span 50% of total load = 8.79 t
  Crash Barrier reaction from right  span 50% of total load = 24.34 t
  Total reaction on pier(SIDL-excluding WC) = 33.13 t
  Eccentricity along L-L @ Right Span   = 0.76 m
  Eccentricity along L-L @ left Span   = 0.62 m
  Moment along L-L @ Right Span   24.34*0.76 = 18.50006 t-m
  Moment along L-L @ left Span   8.79*0.62 = 5.449219 t-m
  Net Longtudinal Moment   18.5-5.45 = 13.05 t-m
  Eccentricity along T-T @ Right Span   = 0 m
  Eccentricity along T-T @ left Span   = 0 m
  Moment along T-T @ Right Span 24.34*0 = 0 t-m
  Moment along T-T @ left Span   8.79*0 = 0 t-m
  Net Transverse Moment   0-0 = 0 t-m
3.3 SIDL with wearing            
  Load intensity due to wearing      = 0.11 t/m2
  wearing coat reaction from Left span 50% of total load = 20.42 t
  wearing coat  reaction from right  span 50% of total load = 56.55 t
  Total reaction on pier(SIDL-with WC)   = 76.97 t
  Eccentricity along L-L @ Right Span   = 0.76 m
  Eccentricity along L-L @ left Span   = 0.62 m
  Moment along L-L @ Right Span   56.55*0.76 = 42.97935 t-m
  Moment along L-L @ left Span   20.42*0.62 = 12.65963 t-m
  Net Longtudinal Moment   42.98-12.66 = 30.32 t-m
  Eccentricity along T-T @ Right Span   = 0 m
  Eccentricity along T-T @ left Span   = 0 m
  Moment along T-T @ Right Span 56.55*0 = 0 t-m
  Moment along T-T @ left Span   20.42*0 = 0 t-m
  Net Transverse Moment   0-0 = 0 t-m
                 
  Load Summary from Super-structure        
  At Bearing Level            
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       677.76     677.76          82.80              -                -                -  
  SIDL-without WC        33.13        33.13          13.05              -                -                -  
  SIDL-with WC        76.97        76.97          30.32              -                -                -  
                 
  Pier Bottom Level            
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       677.76     677.76          82.80              -                -                -  
  SIDL-without WC        33.13        33.13          13.05              -                -                -  
  SIDL-with WC        76.97        76.97          30.32              -                -                -  
                 
  Footing Bottom Level          
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       677.76     677.76          82.80              -                -                -  
  SIDL-without WC        33.13        33.13          13.05              -                -                -  
  SIDL-with WC        76.97        76.97          30.32              -                -                -  
                 
  One span dislodged condition           
  Right span is considered          
  DL     = 364.5 t    
  SIDL-without WC   = 24.34 t    
  SIDL-with WC   = 56.55 t    
  Total  load from right span   445.39396 t    
  Eccentricity along Longitudinal = 0.76 m    
  Longitudinal Moment = 338.50 t-m    
  Transverse  Moment   = 0 t-m    
                 
  At Bearing Level            
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       364.50     364.50        277.02              -                -                -  
  SIDL-without WC        24.34        24.34          18.50              -                -                -  
  SIDL-with WC        56.55        56.55          42.98              -                -                -  
                 
  Pier Bottom Level            
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       364.50     364.50        277.02              -                -                -  
  SIDL-without WC        24.34        24.34          18.50              -                -                -  
  SIDL-with WC        56.55        56.55          42.98              -                -                -  
                 
  Footing Bottom Level          
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t-m t-m
  DL       364.50     364.50        277.02              -                -                -  
  SIDL-without WC        24.34        24.34          18.50              -                -                -  
  SIDL-with WC        56.55        56.55          42.98              -                -                -  
                 
   if,Left span is considered          
  DL     = 313.26 t    
  SIDL-without WC   = 8.79 t    
  SIDL-with WC   = 20.42 t    
  Total  load from right span   342.46781 t    
  Eccentricity along Longitudinal = 0.62 m    
  Longitudinal Moment = 212.33 t-m    
  Transverse  Moment   = 0 t-m    
2.9 Sub-structure Data

Type of sub structure        = Circular pier
No of Pier Shaft         = 1 no
Transverse eccentricity of sub structure with footing /cap C/L = 0 m
                 
Pedestal               
  Length         = 0.9 m
  Width         = 0.9 m
  Height         = 0.15 m
  Nos         = 4 Nos
  Volume         = 0.486 m3
  Unit Weight       = 2.5 t/m3
  Weight          =          1.22 t
Pier Cap              
  Rectangular Part            
  Length (T-T Direction)     = 11 m
  Width (L-L Direction)       = 3.8 m
  Height         = 0.78 m
  Nos         = 1 Nos
  Volume         =        32.60 m3
  Unit Weight       = 2.5 t/m3
  Weight          =        81.51 t
  Trapezoidal Part            
  Length (T-T Direction)     = 11 m
   Top Width (L-L Direction)     = 3.8 m
  Bottom Width (L-L Direction)     = 2.7 m
  Height         = 0.83 m
  Nos         = 1 Nos
  Volume         =        29.67 m3
  Unit Weight       = 2.5 t/m3
  Weight          =        74.18 t
  Total weight of Pier cap     =     155.69 t
Pier Shaft              
  Length (T-T Direction)     = 2.5 m
  Width (L-L Direction)       = 2.5 m
  Height         =        18.59 m
  Nos         = 1 Nos
  Volume         =        91.24 m3
  Unit Weight       = 2.5 t/m3
  Weight          = 228.1091 t
  Total weight of Sub-structure Pedestal+Pier cap+Shaft =     385.02 t
2.10. Foundation Data            
  Type of Foundation       = Pile Foundation
  Pile Cap              
  Length (T-T Direction)     = 12.3 m
  Width (L-L Direction)       = 5.1 m
  Height         = 1.8 m
  Volume         =     112.91 m3
  Unit Weight       = 2.5 t/m3
  Weight  Pile cap       = 282.285 t
  LWL Case              
  Total weight of footing       = 282.285 t
  Longitudinal movement     ML = 0 t-m
  Transverse moment      MT = 0 t-m
  Calculation of weight of soil on footing under full scour condition   
  Scour Level       = 32.74 m
  Volume of earth       = 0  
  Unit Weight of earth       = 2 t/m3
  weight of earth       = 0 t
2.11 Clear Cover            
  Pier Cap         = 50 mm
  Pier Shaft         = 50 mm
  Foundation       = 75 mm
   Load Summary  of Sub-structure     Values Unit
  Pedestal         =          1.22 t
  Pier Cap         =     155.69 t
  Pier Shaft         = 228.1091 t
  Total weight of Sub-structure Pedestal+Pier cap+Shaft =     385.02 t
  Pile cap weight       = 282.285  
  weight of soil on pile cap     = 0  
  Summary forces at ple cap bottom level of Sub-structure    
  Load item Pmax Pmin ML MT HL HT
      t t t-m t-m t t
  Weight of Sub-structure     385.02     385.02              -                -                -                -  
  Weight of Pile Cap     282.29     282.29              -                -                -                -  
  wight of Soil on Pile cap              -                -                -                -                -                -  
209 Calculation of Wind Force      
1 Super-Structure ( DL+SIDL)             IRC:6-2017,Cl.209.3.3  
1  Design Wind Force Calculation without Live load         
  Design data                     
  Right Span                    
  Type of terrain             = Plain  
  Basic Wind Speed as per code         VBasic = 33.00 m/s
  Basic Wind speed  at bridge location         V = 47.00 m/s
  Average Height from Ground. Level to Crash Barrier Top Level     H = 24.34 m
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Total Length of Superstructure         L = 34.72 m
  Total height of Superstructure in T-T      Depth of Superstr.+C/B h = 3.790 m
  Width of Structure            B = 15.75 m
  Exposed depth of superstructure to Wind       d = 3.79 m
1.1.1 Wind Force in Transverse Direction IRC:6-2017,Cl.209.3.3            
  Wind Force in T-T FT = PzxAxGxCD       = 482.71 kN
  Exposed area in T-T           A = 131.59 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Width/Depth of Cross-Section         b/d = 4.16  
  Drag Co-efficient       b/d<7>   CD = 1.95  
  Wind Force          PzxAxGxCD   FT = 482.71 kN
  Point of Application at exposed height centroid 3.79/2     = 1.90 m
    Acting at RL above Pier cap top      RL = 60.36 m
  lever arm at shaft bottom level         Zshaft = 22.24 m
  lever arm at foundation bottom level         Zfoundation = 24.04 m
  Moment at shaft bottom level         Mshaft = 10736.97 kN-m
  Moment at foundation bottom level         Mfoundation = 11605.85 kN-m
1.1.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 120.68 kN
  Moment at shaft bottom level         Mshaft = 2684.24 kN-m
  Moment at foundation bottom level         Mfoundation = 2901.46 kN-m
    Acting at RL above Pier cap top      RL = 60.36 m
1.1.2 Wind Force in Vertical Direction   IRC:6-2017,Cl.209.3.5            
  Wind Force    FV = PzxAxGxCL            
  Plan Area             A = 546.84 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Lift  Co-efficient           CL = 0.75  
  Wind Force  Taking force Uplift is "-", Downward is "+" PzxAxGxCL   FV = 771.54 kN
  Moment at shaft bottom level Lever arm  = 0   Mshaft = 0.00 kN-m
  Moment at foundation bottom level Lever arm  = 0   Mfoundation = 0.00 kN-m
                       
                       
1 Super-Structure with Live load              IRC:6-2017,Cl.209.3.3  
1  Design Wind Force Calculation with Live load           
  Design data                     
  Wind speed at deck level             = 39.59 m/s
  Type of terrain             = Plain  
  Basic Wind Speed as per code         VBasic = 33 m/s
  Basic Wind speed  at bridge location         V = 36 m/s
  Average Height from Foundation Btm. Level to Crash Barrier Top Level   H = 24.338 m
  Hourly Wind Speed As per Height ,H       Vz = 34.25 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 702.39 N/m2
  Total Length of Superstructure         L = 34.72 m
  Total height of Superstructure in T-T         h = 3.79 m
  Width of Structure            B = 15.75 m
  Exposed depth of superstructure to Wind       d = 3.79 m
  Height of Live load above roadway surface IRC:6-2017,Cl.209.3.6   h1 = 3.00 m
  Height of Crash Barrier            h2 = 0.90 m
  Wind load considering when  live load is present         = No live load on Deck
1.1.1 Wind Force in Transverse Direction IRC:6-2017,Cl.209.3.3            
  Wind Force in T-T FT = PzxAxGxCD       = 0.00 kN
  Exposed area in T-T           A = 0.00 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Width/Depth of Cross-Section         b/d = 4.16  
  Drag Co-efficient       b/d<7>   CD = 1.20  
  Wind Force          PzxAxGxCD   FT = 0.00 kN
  Point of Application at exposed height centroid 3.79/2     = 1.50 m
    Acting at RL          RL = 63.05 m
  lever arm at shaft bottom level         Zshaft = 24.94 m
  lever arm at foundation bottom level         Zfoundation = 26.74 m
  Moment at shaft bottom level         Mshaft = 0.00 kN-m
  Moment at foundation bottom level         Mfoundation = 0.00 kN-m
1.1.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 0.00 kN
    Acting at RL          RL = 63.05 m
  Moment at shaft bottom level         Mshaft = 0.00 kN-m
  Moment at foundation bottom level         Mfoundation = 0.00 kN-m
                       
  Total Wind forces at bearing level from superstructure            
  One span is present( Right Span)   Support Whole  Span          
                       
  FL   HL = 60.34 120.68 t        
  FT DL+SIDL+LL HT = 241.36 482.71 t        
  FV   P-wind = 385.77 771.54 t        
                       
                       
2 Sub-Structure no live load is present             IRC:6-2017,Cl.209.4  
2.1 Wind Force in Transverse Direction IRC:6-2017,Cl.209.3.3            
  Pier Cap                    
  Clear height of Abutment(shaft+cap)           = 20.198 m
   Height of Pier Cap             = 1.61 m
  Breadth of shaft in L-L           b = 3.8 m
  Width of Pier Cap           B = 11 m
  Ratio  Plan shape     Width in T-T/Width of Shaft in L-L  t/b  = 2.89  
  Ratio              H/b = 0.4  
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Drag Co-efficient Circular shape, with rough surface or projection   CD = 0.7  
  Gust Factor         as per code Span<150m> G = 2.00  
  Exposed area             A = 5.58 m2
  Wind Force        <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
PzxAxGxCD   FT = 7.35 kN
  Point of Application           y = 0.75 m
    Acting at RL above Pier cap top      RL = 57.56 m
                       
2.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 1.84 kN
                       
  Total Wind forces at shaft bottom level from Pier/Abutement cap          
  Right Span       50% of span 100% of Span          
                       
  FL   HL = 0.92 1.84 t        
  FT   HT = 3.67 7.35 t        
  FV   P-wind = 0.00 0.00 t        
                       
  Pier shaft                    
  Clear height of Abutment(shaft+cap)           = 18.588 m
  Height of Pier shaft             = 18.588 m
  Breadth of shaft in L-L   Circular shape     d = 2.5 m
  Width of Pier Cap           CL = 11 0
  Ratio  Plan shape     Width in T-T/Width of Shaft in L-L  t/b  = 0.3  
  Ratio              H/b = 7.4  
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Drag Co-efficient Circular shape, with rough surface or projection   CD = 1  
  Gust Factor         as per code Span<150m> G = 2.00  
  Exposed area             A = 46.50 m2
  Wind Force        <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
PzxAxGxCD   FT = 87.48 kN
  Point of Application           y = 9.29 m
    Acting at RL          RL = 47.41 m
                       
2.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 21.87 kN
  Total Wind forces at shaft bottom level from Pier/Abutement cap          
  Right Span       Support location Whole span          
                       
  FL   HL = 0.00 0.00 t        
  FT   HT = 23.25 46.50 t        
  FV   P-wind = 10.10 20.20 t        
                       
 
209 Calculation of Wind Force        
1 Super-Structure ( DL+SIDL)             IRC:6-2017,Cl.209.3.3  
1  Design Wind Force Calculation without Live load           
  Design data                     
  Left Span                    
  Type of terrain             = Plain  
  Basic Wind Speed as per code         VBasic = 33.00 m/s
  Basic Wind speed  at bridge location         V = 47.00 m/s
  Average Height from Ground. Level to Crash Barrier Top Level     H = 24.34 m
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Total Length of Superstructure         L = 12.50 m
  Total height of Superstructure in T-T      Depth of Superstr.+C/B h = 3.790 m
  Width of Structure            B = 15.75 m
  Exposed depth of superstructure to Wind         d = 3.79 m
1.1.1 Wind Force in Transverse Direction   IRC:6-2017,Cl.209.3.3            
  Wind Force in T-T FT = PzxAxGxCD       = 173.79 kN
  Exposed area in T-T     L=12.5/2 for one side   A = 47.38 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Width/Depth of Cross-Section         b/d = 4.16  
  Drag Co-efficient       b/d<7>   CD = 1.95  
  Wind Force          PzxAxGxCD   FT = 173.79 kN
  Point of Application at exposed height centroid 3.79/2     = 1.90 m
    Acting at RL above Pier cap top        RL = 60.36 m
  lever arm at shaft bottom level         Zshaft = 22.24 m
  lever arm at foundation bottom level         Zfoundation = 24.04 m
  Moment at shaft bottom level         Mshaft = 3865.56 kN-m
  Moment at foundation bottom level         Mfoundation = 4178.38 kN-m
1.1.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 43.45 kN
  Moment at shaft bottom level         Mshaft = 966.39 kN-m
  Moment at foundation bottom level         Mfoundation = 1044.59 kN-m
    Acting at RL above Pier cap top        RL = 60.36 m
1.1.2 Wind Force in Vertical Direction   IRC:6-2017,Cl.209.3.5            
  Wind Force    FV = PzxAxGxCL            
  Plan Area             A = 196.88 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Lift  Co-efficient           CL = 0.75  
  Wind Force  Taking force Uplift is "-", Downward is "+"   PzxAxGxCL   FV = 277.77 kN
  Moment at shaft bottom level Lever arm  = 0   Mshaft = 0.00 kN-m
  Moment at foundation bottom level Lever arm  = 0   Mfoundation = 0.00 kN-m
                       
1 Super-Structure               IRC:6-2017,Cl.209.3.3  
1  Design Wind Force Calculation with Live load           
  Design data                     
  Wind speed at deck level             = 39.59 m/s
  Type of terrain             = Plain  
  Basic Wind Speed as per code         VBasic = 33 m/s
  Basic Wind speed  at bridge location         V = 36 m/s
  Average Height from Foundation Btm. Level to Crash Barrier Top Level   H = 24.338 m
  Hourly Wind Speed As per Height ,H       Vz = 34.25 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 702.39 N/m2
  Total Length of Superstructure         L = 12.50 m
  Total height of Superstructure in T-T         h = 3.79 m
  Width of Structure            B = 15.75 m
  Exposed depth of superstructure to Wind         d = 3.79 m
  Height of Live load above roadway surface IRC:6-2017,Cl.209.3.6   h1 = 3.00 m
  Height of Crash Barrier            h2 = 0.90 m
  Wind load considering when  live load is present         = No live load on Deck
1.1.1 Wind Force in Transverse Direction   IRC:6-2017,Cl.209.3.3            
  Wind Force in T-T FT = PzxAxGxCD       = 0.00 kN
  Exposed area in T-T   12.5/2  For one side      A = 0.00 m2
  Gust Factor         as per code Span<150m> G = 2.00  
  Width/Depth of Cross-Section         b/d = 4.16  
  Drag Co-efficient       b/d<7>   CD = 1.20  
  Wind Force          PzxAxGxCD   FT = 0.00 kN
  Point of Application at exposed height centroid 3.79/2     = 1.50 m
    Acting at RL          RL = 63.05 m
  lever arm at shaft bottom level         Zshaft = 24.94 m
  lever arm at foundation bottom level         Zfoundation = 26.74 m
  Moment at shaft bottom level         Mshaft = 0.00 kN-m
  Moment at foundation bottom level         Mfoundation = 0.00 kN-m
1.1.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 0.00 kN
    Acting at RL          RL = 63.05 m
  Moment at shaft bottom level         Mshaft = 0.00 kN-m
  Moment at foundation bottom level         Mfoundation = 0.00 kN-m
                       
  Total Wind forces at bearing level from superstructure            
  One span is present( left Span)   50% of span 100% of Span          
                       
  FL (DL+SIDL+LL)/2 HL = 21.72 43.45 t        
  FT (DL+SIDL+LL)/3 HT = 86.89 173.79 t        
  FV   P-wind = 138.89 277.77 t        
                       
2 Sub-Structure no live load is present             IRC:6-2017,Cl.209.4  
2.1 Wind Force in Transverse Direction   IRC:6-2017,Cl.209.3.3            
  Pier Cap                    
  Clear height of Abutment(shaft+cap)           = 20.198 m
   Height of Pier Cap             = 1.61 m
  Breadth of shaft in L-L           b = 3.8 m
  Width of Pier Cap           B = 11 m
  Ratio  Plan shape     Width in T-T/Width of Shaft in L-L  t/b  = 2.89  
  Ratio              H/b = 0.4  
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Drag Co-efficient Circular shape, with rough surface or projection   CD = 0.7  
  Gust Factor         as per code Span<150m> G = 2.00  
  Exposed area             A = 5.58 m2
  Wind Force        <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
PzxAxGxCD   FT = 7.35 kN
  Point of Application           y = 0.75 m
    Acting at RL above Pier cap top        RL = 57.56 m
  lever arm at shaft bottom level         Zshaft = 20.198 m
  lever arm at foundation bottom level         Zfoundation = 21.998 m
  Moment at shaft bottom level         Mshaft = 148.37 kN-m
  Moment at foundation bottom level         Mfoundation = 161.60 kN-m
                       
2.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 1.84 kN
  Moment at shaft bottom level         Mshaft = 37.09 kN-m
  Moment at foundation bottom level         Mfoundation = 40.40 kN-m
  Pier shaft                    
  Clear height of Abutment(shaft+cap)           = 18.588 m
  Height of Pier shaft             = 18.588 m
  Breadth of shaft in L-L   Circular shape     d = 2.5 m
  Width of Pier Cap           CL = 11 0
  Ratio  Plan shape     Width in T-T/Width of Shaft in L-L  t/b  = 0.3  
  Ratio              H/b = 7.4  
  Hourly Wind Speed As per Height ,H       Vz = 39.59 m/s
  Hourly Wind Pressure As per Height ,H       Pz = 940.60 N/m2
  Drag Co-efficient Circular shape, with rough surface or projection   CD = 1  
  Gust Factor         as per code Span<150m> G = 2.00  
  Exposed area             A = 46.50 m2
  Wind Force        <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
PzxAxGxCD   FT = 87.48 kN
  Point of Application           y = 9.29 m
    Acting at RL          RL = 47.41 m
  Width of Pier Cap           Zshaft = 9.29 m
  Ratio              Zfoundation = 11.09 m
  Ratio              Mshaft = 813.00 kN-m
  Hourly Wind Speed           Mfoundation = 970.46 kN-m
                       
2.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 21.87 kN
  Moment at shaft bottom level         Mshaft = 203.25 kN-m
  Moment at foundation bottom level         Mfoundation = 242.61 kN-m
                       
2 Sub-Structure with live load             IRC:6-2017,Cl.209.4  
2.1 Wind Force in Transverse Direction   IRC:6-2017,Cl.209.3.3            
  Clear height of Abutment(shaft+cap)           = 20.198 m
  Breadth of shaft in L-L           b = 3.8 m
  Ratio  Plan shape     Width in T-T/Width of Shaft in L-L  t/b  = 4.14  
  Ratio              H/b = 2.9  
  Drag Co-efficient  Table 13,Note:4       CD = 0.8  
  Gust Factor         as per code Span<150m> G = 2.00  
  Exposed area             A = 6.16 m2
  Wind Force        <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
PzxAxGxCD   FT = 6.92 kN
  Point of Application           y = 0.75 m
  lever arm at shaft bottom level         Zshaft = 2.2 m
  lever arm at foundation bottom level         Zfoundation = 3.35 m
  Moment at shaft bottom level         Mshaft = 15.22 kN-m
  Moment at foundation bottom level         Mfoundation = 23.18 kN-m
                       
2.2 Wind Force in Longitudinal Direction IRC:6-2017,Cl.209.3.4            
  Winf force in L-L 25% of FT         FL = 1.73 kN
  Moment at shaft bottom level         Mshaft = 3.81 kN-m
  Moment at foundation bottom level         Mfoundation = 5.79 kN-m
                       
                       
                       
  Case-1 Summary of Wind forces for no live load is present           
  Direction Super-structure Sub-structure        
  Force Mshaft Mfoundation Force Mshaft Mfoundation        
  kN kN-m kN-m kN kN-m kN-m        
  Transverse 173.79 3865.56 4178.38 7.35 148.37 161.60        
  Longitudinal 43.45 966.39 1044.59 1.84 37.09 40.40        
  Vertical 277.77           -             -                 -                   -             -          
                       
  Case-2 Summary of Wind forces for  live load is present           
  Direction Super-structure Sub-structure Live load  
  Force Mshaft Mfoundation Force Mshaft Mfoundation Force   Mshaft Mfoundation
  kN kN-m kN-m kN kN-m kN-m kN   kN-m kN-m
  Transverse 0.00 0.00 0.00 6.92 15.22 23.18 22.13   551.76 591.58
  Longitudinal 0.00 0.00 0.00 1.73 3.81 5.79 5.53   137.94 147.90
  Vertical 277.77           -             -                     -             -             -   #                -                  -  
  Left Span                    
  Maximum Transverse force             = 181.13 kN
  Maximum Longitudinal force             = 45.28 kN
  Maximum Vertical force             = 277.77 kN
                       
  Maximum  at Abutment Bottom Level              
  Maximum Moment along T-T           = 4013.93 kN-m
  Maximum Moment along L-L           = 1003.48 kN-m
  Maximum  at Foundation Bottom Level              
  Maximum Moment along T-T           = 4339.97 kN-m
  Maximum Moment along L-L           = 1084.99 kN-m
                   
Total Wind forces at bearing level from superstructure      
        bearing c/c of Right Span bearing c/c oLeft Span Both Span    
FL   HL = 60.34 21.72 82.06 t  
FT DL+SIDL+LL HT = 241.36 86.89 328.25 t  
FV   P-wind = 385.77 138.89 524.65 t  
                 
Both Span is present       One Span is present( Right Span)  
HL   = 82.06 t 60.34 t    
HT   = 328.25 t 241.36 t    
P-wind   = 524.65 t 385.77 t    
At Pier shaft Bottom Level            
Both Span is present       One Span is present( Right Span)  
HL   = 82.06 t 60.34 t    
P-wind   = 524.65 t 385.77 t    
HT   = 328.25 t 241.36 t    
Ml due to HL = 1686.22 t-m 1239.847 t-m    
ML due to P = 0 t-m 0 t-m    
MT   = 6744.881 t-m 4959.387 t-m    
                 
At Footing Bottom Level            
Both Span is present       One Span is present( Right Span)  
HL   = 82.06 t 60.34 t    
P-wind   = 524.65 t 385.77 t    
HT   = 328.25 t 241.36 t    
Ml due to HL = 1833.93 t-m 1348.46 t-m    
ML due to P = 0.00 t-m 0.00 t-m    
MT   = 7335.73 t-m 5393.83 t-m    
                 
Total Wind forces at shaft bottom level from superstructure+sub-structure    
Right Span       50% of span      
                 
FL   HL = 0.918249        
FT   HT = 3.672996        
FV   P-wind =          
Load Combination (Limit state)
Annex.B,IRC6-2017
Following Load Combination are considered          
A : Ultimate Limit State (For verification of structural strength)        
A-1 Basic Combination              
B : Serviceability Limit State              
B-1 Rare Combination (For checking stress limits)        
B-2 Quasi-permanent Combination (For checking crack width in RCC structures)    
C : Combination for Design of Foundation            
C-1 Combination 1              
C-2 Combination 2              
                   
  Combination for Design of Foundation(unfactored)        
A Normal Case              
  Pile cap bottom              
A-1 Service Condition              
  Both span present              
  Maximum Reaction Case                
  Load item Pmax Pmin ML MT HL HT
  t t t-m t-m t t
  DL-Super-str.          677.76      677.76        82.80              -                -                -  
  SIDL-Exp.WC            33.13         33.13        13.05              -                -                -  
  SIDL-WC              76.97         76.97        30.32              -                -                -  
  LL1            119.91      119.91     134.51     209.84          6.12              -  
  FPLL1                     -                 -                -                -                -                -  
  Thermal Load                   -                 -                -                -                -                -  
  Sub-structure weight        385.02      385.02              -                -                -                -  
  Footing Weight          282.29      282.29              -                -                -                -  
  Weight of soil on Pile cap                 -                 -                -                -                -                -  
  Wind              55.10       -55.10        38.00     354.50          1.70        16.40
  Wind at angle Trans.20o                 -                 -                -                -                -                -  
  Total Forces at LWL       1,630.17   1,519.97     298.68     564.34          7.82        16.40
                   
  Maximum  Longitudinal Moment Case                
  Load item Pmax Pmin ML MT HL HT
  t t t-m t-m t t
  DL-Super-str.          677.76      677.76        82.80              -                -                -  
  SIDL-Exp.WC            33.13         33.13        13.05              -                -                -  
  SIDL-WC              76.97         76.97        30.32              -                -                -  
  LL2            118.30      118.30     285.54     240.00        11.40              -  
  FPLL1                     -                 -                -                -                -                -  
  Thermal Load                   -                 -                -                -                -                -  
  Sub-structure weight        385.02      385.02              -                -                -                -  
  Footing Weight          282.29      282.29              -                -                -                -  
  Weight of soil on Pile cap                 -                 -                -                -                -                -  
  Wind              55.10       -55.10        38.00     354.50          1.70        16.40
  Wind at angle Trans.20o                 -                 -                -                -                -                -  
  Total Forces at LWL       1,628.56   1,518.36     449.71     594.50        13.10        16.40
                   
                   
  Maximum  Transverse Moment Case                
  Load item Pmax Pmin ML MT HL HT
  t t t-m t-m t t
  DL-Super-str.          677.76      677.76        82.80              -                -                -  
  SIDL-Exp.WC            33.13         33.13        13.05              -                -                -  
  SIDL-WC              76.97         76.97        30.32              -                -                -  
  LL3              83.17         83.17     243.39     401.72        10.00              -  
  FPLL1                     -                 -                -                -                -                -  
  Thermal Load                   -                 -                -                -                -    s 
  Sub-structure weight        385.02      385.02              -                -                -                -  
  Footing Weight          282.29      282.29              -                -                -                -  
  Weight of soil on Pile cap                 -                 -                -                -                -                -  
  Wind              55.10       -55.10        38.00     354.50          1.70        16.40
  Wind at angle Trans.20o                 -                 -                -                -                -                -  
  Total Forces at LWL       1,593.43   1,483.23     407.55     756.22        11.70        16.40
                   
  LWL Case                
  One Span dislodged condition                
  Load item Pmax Pmin ML MT HL HT
  t t t-m t-m t t
  DL-Super-str.          364.50      364.50     277.02              -                -                -  
  SIDL-Exp.WC            24.34         24.34        18.50              -                -                -  
  SIDL-WC              56.55         56.55        42.98              -                -                -  
  LL3                     -                 -                -                -                -                -  
  FPLL1                     -                 -                -                -                -                -  
  Thermal Load                   -                 -                -                -                -                -  
  Sub-structure weight        385.02      385.02              -                -                -                -  
  Footing Weight          282.29      385.02              -                -                -                -  
  Weight of soil on Pile cap                 -        282.29              -                -                -                -  
  Wind              38.60       -38.60        19.00     278.40          0.90        13.00
  Wind at angle Trans.20o                 -                 -                -                -                -                -  
  Total Forces at LWL       1,151.29   1,459.11     357.50     278.40          0.90        13.00
                   
                   
  Summary of  load cases for basic combination.                 
  LWL condition.  (Both Span)     Pmax Pmin ML MT HL HT
  Load case No.   t t t-m t-m t t
  N1-Max. Reaction       1,630.17   1,519.97     298.68     564.34          7.82        16.40
  N2-Max.  ML        1,628.56   1,518.36     449.71     594.50        13.10        16.40
  N3-Max. MT       1,593.43   1,483.23     407.55     756.22        11.70        16.40
                   
  One span dislodged condition     Pmax Pmin ML MT HL HT
  Load case No.   t t t-m t-m t t
  N4         1,151.29   1,459.11     357.50     278.40          0.90        13.00
Pile check (Unfartored)        
Total No of Piles       = 8
Dia of Pile       = 1.2
Distance between the pile c/c to c/c   = 3.6
offset on both ends       = 0.15
Coordinates Xi and Yi are given as input by measuring the distance from the origin (0,0)-Pier shaft c/c
Pile No. Longitudinal Transverse n xi2 yi2  
  xi yi  
1 1.8 5.4 1 3.24 29.16  
2 1.8 1.8 1 3.24 3.24  
3 1.8 -1.8 1 3.24 3.24  
4 1.8 -5.4 1 3.24 29.16  
5 -1.8 5.4 1 3.24 29.16  
6 -1.8 1.8 1 3.24 3.24  
7 -1.8 -1.8 1 3.24 3.24  
8 -1.8 -5.4 1 3.24 29.16  
    Total 8 25.92 129.6  
             
Normal     <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]-->
<!--[endif]-->
 
     
Load on each file  =        
             

LWL Case                              
Both span present condition                           
Load case  Forces/Moments Load each Pile(Pmax) Hori. Force
Pmax Pmin ML MT 1 2 3 4 5 6 7 8 HL HT Horizontal Force
  t t t-m t-m t t t t t t t t t t t
N1       1,630.17   1,519.97      298.68    564.34   248.03  232.35  216.68  201.00  206.54  190.87  175.19  159.52      7.82    16.40           2.27
N2       1,628.56   1,518.36      449.71    594.50   259.57  243.06  226.54  210.03  197.11  180.60  164.08  147.57    13.10    16.40           2.62
N3       1,593.43   1,483.23      407.55    756.22   258.99  237.98  216.98  195.97  202.39  181.38  160.37  139.37    11.70    16.40           2.52
Max. Axial Force each pile       259.57  243.06  226.54  210.03  206.54  190.87  175.19  159.52               2.62
Max. Axial Force famong 8 Plies       259.57                    
Max. Axial Force among 8 Plies       139.37                    
                               
Load case  Forces/Moments Load each Pile(Pmin) Hori. Force
Pmax Pmin ML MT 1 2 3 4 5 6 7 8 HL HT Horizontal Force
  t t t-m t-m t t t t t t t t t t t
N1       1,630.17   1,519.97      298.68    564.34   234.25  218.58  202.90  187.22  192.77  177.09  161.42  145.74      7.82    16.40           2.27
N2       1,628.56   1,518.36      449.71    594.50   245.80  229.28  212.77  196.25  183.34  166.82  150.31  133.79    13.10    16.40           2.62
N3       1,593.43   1,483.23      407.55    756.22   245.22  224.21  203.20  182.20  188.61  167.60  146.60  125.59    11.70    16.40           2.52
Max. Axial Force each pile       245.80  229.28  212.77  196.25  192.77  177.09  161.42  145.74               2.62
Max. Axial Force famong 8 Plies       245.80                    
Max. Axial Force among 8 Plies       125.59                    
                               
One span dislodge  condition                           
N4       1,151.29   1,459.11      357.50    278.40   180.34  172.60  164.87  157.14  130.69  122.95  115.22  107.49      0.90    13.00 1.63
                               
Maximum compression capacity of pile  = 390 t From Geo-technical Data              
Maximum uplift allowed   = -222 t              
                               
Normal (Pmax)           Normal (Pmin)              
Maximum axial force       =   259.57 t Maximum axial force     =  245.80 t    
Minimum axial force      =   139.37 t Minimum axial force    =  125.59 t    
                               
Max. Axial Force Max from Pmax & Pmin =   259.57 t Ok                
Min. Axial Force Min from Pmax & Pmin =   125.59 t Ok                
Max. Horizontal Force     =        2.62 t Revise                
ULS Combination
Annex.B,IRC6-2017
C : Combination for Design of Foundation                        
C-1 Combination 1                          
  Combination for Design of Foundation(factored)                    
C Normal Case                          
  Footing Bottom Level bottom                        
  C-1: Service Condition                        
  Both span present                          
  A1. Maximum Reaction Case       Unfactored  factored 
  Load item Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
  t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1.35        677.76      677.76          82.80              -                -                -         914.98      914.98      111.78               -           -                -  
  SIDL-Exp.WC Permanent 1.35          33.13         33.13          13.05              -                -                -           44.73        44.73        17.62               -           -                -  
  SIDL-WC   Permanent 1.75          76.97         76.97          30.32              -                -                -         134.70      134.70        53.06               -           -                -  
  LL1-   Leading 1.5        119.91      119.91        134.51     209.84          6.12              -         179.86      179.86      201.77      314.76     9.18              -  
  LL1-   Accompanying 1.15        119.91      119.91        134.51     209.84          6.12              -         137.89      137.89      154.69      241.32     7.04              -  
  FPLL1   Leading 1.15                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0.9                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1.35        385.02      385.02                 -                -                -                -         519.77      519.77               -                 -           -                -  
  Footing Weight Permanent 1.35        282.29      282.29                 -                -                -                -         381.08      381.08               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.5                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.5          55.10       -55.10          38.00     354.50          1.70        16.40         82.65       -82.65        57.00      531.75     2.55        24.60
  Wind Load -   Accompanying 0.9          55.10       -55.10          38.00     354.50          1.70        16.40         49.59       -49.59        34.20      319.05     1.53        14.76
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,995.26   1,995.26      182.46               -           -                -  
  Total Forces at LWL       LL-Leading       262.51        97.21      258.77      846.51  11.73        24.60
              LL-Accompanying       187.48        88.30      188.89      560.37     8.57        14.76
               Permanent Load+LL-Leading       2,257.77   2,092.47      441.23      846.51  11.73        24.60
               Permanent Load+LL-Accompanying           2,182.74   2,083.56      371.35      560.37     8.57        14.76
                                 
  A2. Maximum  Longitudinal Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1.35        677.76      677.76          82.80              -                -                -         914.98      914.98      111.78               -           -                -  
  SIDL-Exp.WC Permanent 1.35          33.13         33.13          13.05              -                -                -           44.73        44.73        17.62               -           -                -  
  SIDL-WC   Permanent 1.75          76.97         76.97          30.32              -                -                -         134.70      134.70        53.06               -           -                -  
  LL2   Leading 1.5        118.30      118.30        285.54     240.00        11.40              -         177.45      177.45      428.31      360.00  17.10              -  
  LL2   Accompanying 1.15        118.30      118.30        285.54     240.00        11.40              -         136.05      136.05      328.37      276.00  13.11              -  
  FPLL1   Leading 1.15                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0.9                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1.35        385.02      385.02                 -                -                -                -         519.77      519.77               -                 -           -                -  
  Footing Weight Permanent 1.35        282.29      282.29                 -                -                -                -         381.08      381.08               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.5                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.5          55.10       -55.10          38.00     354.50          1.70        16.40         82.65       -82.65        57.00      531.75     2.55        24.60
  Wind Load -   Accompanying 0.9          55.10       -55.10          38.00     354.50          1.70        16.40         49.59       -49.59        34.20      319.05     1.53        14.76
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,995.26   1,995.26      182.46               -           -                -  
  Total Forces at LWL       LL-Leading       260.10        94.80      485.31      891.75  19.65        24.60
              LL-Accompanying       185.64        86.46      362.57      595.05  14.64        14.76
               Permanent Load+LL-Leading       2,255.36   2,090.06      667.76      891.75  19.65        24.60
               Permanent Load+LL-Accompanying           2,180.89   2,081.71      545.02      595.05  14.64        14.76
                                 
                                 
  A3. Maximum  Transverse Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1.35        677.76      677.76          82.80              -                -                -         914.98      914.98      111.78               -           -                -  
  SIDL-Exp.WC Permanent 1.35          33.13         33.13          13.05              -                -                -           44.73        44.73        17.62               -           -                -  
  SIDL-WC   Permanent 1.75          76.97         76.97          30.32              -                -                -         134.70      134.70        53.06               -           -                -  
  LL3   Leading 1.5          83.17         83.17        243.39     401.72        10.00              -         124.76      124.76      365.08      602.58  15.00              -  
  LL3   Accompanying 1.15        118.30      118.30        285.54     240.00        11.40              -         136.05      136.05      328.37      276.00  13.11              -  
  FPLL1   Leading 1.15                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0.9                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1.35        385.02      385.02                 -                -                -                -         519.77      519.77               -                 -           -                -  
  Footing Weight Permanent 1.35        282.29      282.29                 -                -                -                -         381.08      381.08               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.5                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.5          55.10       -55.10          38.00     354.50          1.70        16.40         82.65       -82.65        57.00      531.75     2.55        24.60
  Wind Load -   Accompanying 0.9          55.10       -55.10          38.00     354.50          1.70        16.40         49.59       -49.59        34.20      319.05     1.53        14.76
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,995.26   1,995.26      182.46               -           -                -  
  Total Forces at LWL       LL-Leading       207.41        42.11      422.08   1,134.33  17.55        24.60
              LL-Accompanying       185.64        86.46      362.57      595.05  14.64        14.76
               Permanent Load+LL-Leading       2,202.67   2,037.37      604.53   1,134.33  17.55        24.60
               Permanent Load+LL-Accompanying           2,180.89   2,081.71      545.02      595.05  14.64        14.76
                                 
                                 
  C-1, B: One Span Dislodged Condition                        
  B1: LWL Case                            
  A3. Maximum  Transverse Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1.35        364.50      364.50        277.02              -                -                -         492.08      492.08      373.98               -           -                -  
  SIDL-Exp.WC Permanent 1.35          24.34         24.34          18.50              -                -                -           32.86        32.86        24.98               -           -                -  
  SIDL-WC   Permanent 1.75          56.55         56.55          42.98              -                -                -           98.97        98.97        75.21               -           -                -  
  LL3   Leading 1.5                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  LL3   Accompanying 1.15                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  FPLL1   Leading 1.15                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0.9                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1.35        385.02      385.02                 -                -                -                -         519.77      519.77               -                 -           -                -  
  Footing Weight Permanent 1.35        282.29      282.29                 -                -                -                -         381.08      381.08               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.5                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.5          38.60       -38.60          19.00     278.40          0.90        13.00         57.90       -57.90        28.50      417.60     1.35        19.50
  Wind Load -   Accompanying 0.9          38.60       -38.60          19.00     278.40          0.90        13.00         34.74       -34.74        17.10      250.56     0.81        11.70
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,524.76   1,524.76      474.17               -           -                -  
  Total Forces at LWL       LL-Leading         57.90       -57.90        28.50      417.60     1.35        19.50
              LL-Accompanying         34.74       -34.74        17.10      250.56     0.81        11.70
               Permanent Load+LL-Leading       1,582.66   1,466.86      502.67      417.60     1.35        19.50
               Permanent Load+LL-Accompanying           1,559.50   1,490.02      491.27      250.56     0.81        11.70
                                 
                                 
  Sumamry of Load cases for Basic Combiantion                      
  LWL Candition  Both Span is present                        
  Loade case No. Live Load Case LL
Leading /Accompanying		 Pmax Pmin ML MT HL HT              
  t t t-m t-m t t              
  (C-1):-1 LL1 Leading    2,257.77     2,092.47      441.23        846.51        11.73        24.60              
  (C-1):-2 Accomanying    2,182.74     2,083.56      371.35        560.37          8.57        14.76              
  (C-1):-3 LL2 Leading    2,255.36     2,090.06      667.76        891.75        19.65        24.60              
  (C-1):-4 Accomanying    2,180.89     2,081.71      545.02        595.05        14.64        14.76              
  (C-1):-5 LL3 Leading    2,202.67     2,037.37      604.53     1,134.33        17.55        24.60              
  (C-1):-6 Accomanying    2,180.89     2,081.71      545.02        595.05        14.64        14.76              
                                 
  LWL Candition One Span is present                        
  Loade case No. LL
Leading /Accompanying		 Pmax Pmin ML MT HL HT              
  t t t-m t-m t t              
  (C-1):-7 Leading    1,582.66     1,466.86      502.67        417.60          1.35        19.50              
  (C-1):-8 Accomanying    1,559.50     1,490.02      491.27        250.56          0.81        11.70              
                                 
SLS Combination
Annex.B,IRC6-2017
C : Combination for Design of Foundation                        
C-2 Combination 2                          
  Combination for Design of Foundation(factored)                    
C Normal Case                          
  Footing Bottom Level bottom                        
  C-2: Service Condition                        
  Both span present                          
  A1. Maximum Reaction Case       Unfactored  factored 
  Load item Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
  t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1        677.76      677.76          82.80              -                -                -         677.76      677.76        82.80               -           -                -  
  SIDL-Exp.WC Permanent 1          33.13         33.13          13.05              -                -                -           33.13        33.13        13.05               -           -                -  
  SIDL-WC   Permanent 1          76.97         76.97          30.32              -                -                -           76.97        76.97        30.32               -           -                -  
  LL1-   Leading 1.3        119.91      119.91        134.51     209.84          6.12              -         155.88      155.88      174.87      272.79     7.96              -  
  LL1-   Accompanying 1        119.91      119.91        134.51     209.84          6.12              -         119.91      119.91      134.51      209.84     6.12              -  
  FPLL1   Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1        385.02      385.02                 -                -                -                -         385.02      385.02               -                 -           -                -  
  Footing Weight Permanent 1        282.29      282.29                 -                -                -                -         282.29      282.29               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.3                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.3          55.10       -55.10          38.00     354.50          1.70        16.40         71.63       -71.63        49.40      460.85     2.21        21.32
  Wind Load -   Accompanying 0.8          55.10       -55.10          38.00     354.50          1.70        16.40         44.08       -44.08        30.40      283.60     1.36        13.12
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,455.16   1,455.16      126.17               -           -                -  
  Total Forces at LWL       LL-Leading       227.51        84.25      224.27      733.64  10.17        21.32
              LL-Accompanying       163.99        75.83      164.91      493.44     7.48        13.12
               Permanent Load+LL-Leading       1,682.67   1,539.41      350.44      733.64  10.17        21.32
               Permanent Load+LL-Accompanying           1,619.15   1,530.99      291.08      493.44     7.48        13.12
                                 
  A2. Maximum  Longitudinal Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1        677.76      677.76          82.80              -                -                -         677.76      677.76        82.80               -           -                -  
  SIDL-Exp.WC Permanent 1          33.13         33.13          13.05              -                -                -           33.13        33.13        13.05               -           -                -  
  SIDL-WC   Permanent 1          76.97         76.97          30.32              -                -                -           76.97        76.97        30.32               -           -                -  
  LL2   Leading 1.3        118.30      118.30        285.54     240.00        11.40              -         153.79      153.79      371.20      312.00  14.82              -  
  LL2   Accompanying 1        118.30      118.30        285.54     240.00        11.40              -         118.30      118.30      285.54      240.00  11.40              -  
  FPLL1   Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1        385.02      385.02                 -                -                -                -         385.02      385.02               -                 -           -                -  
  Footing Weight Permanent 1        282.29      282.29                 -                -                -                -         282.29      282.29               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.3                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.3          55.10       -55.10          38.00     354.50          1.70        16.40         71.63       -71.63        49.40      460.85     2.21        21.32
  Wind Load -   Accompanying 0.8          55.10       -55.10          38.00     354.50          1.70        16.40         44.08       -44.08        30.40      283.60     1.36        13.12
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,455.16   1,455.16      126.17               -           -                -  
  Total Forces at LWL       LL-Leading       225.42        82.16      420.60      772.85  17.03        21.32
              LL-Accompanying       162.38        74.22      315.94      523.60  12.76        13.12
               Permanent Load+LL-Leading       1,680.58   1,537.32      546.77      772.85  17.03        21.32
               Permanent Load+LL-Accompanying           1,617.54   1,529.38      442.11      523.60  12.76        13.12
                                 
                                 
  A3. Maximum  Transverse Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1        677.76      677.76          82.80              -                -                -         677.76      677.76        82.80               -           -                -  
  SIDL-Exp.WC Permanent 1          33.13         33.13          13.05              -                -                -           33.13        33.13        13.05               -           -                -  
  SIDL-WC   Permanent 1          76.97         76.97          30.32              -                -                -           76.97        76.97        30.32               -           -                -  
  LL3   Leading 1.3          83.17         83.17        243.39     401.72        10.00              -         108.12      108.12      316.40      522.24  13.00              -  
  LL3   Accompanying 1        118.30      118.30        285.54     240.00        11.40              -         118.30      118.30      285.54      240.00  11.40              -  
  FPLL1   Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1        385.02      385.02                 -                -                -                -         385.02      385.02               -                 -           -                -  
  Footing Weight Permanent 1        282.29      282.29                 -                -                -                -         282.29      282.29               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.3                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.3          55.10       -55.10          38.00     354.50          1.70        16.40         71.63       -71.63        49.40      460.85     2.21        21.32
  Wind Load -   Accompanying 0.8          55.10       -55.10          38.00     354.50          1.70        16.40         44.08       -44.08        30.40      283.60     1.36        13.12
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,455.16   1,455.16      126.17               -           -                -  
  Total Forces at LWL       LL-Leading       179.75        36.49      365.80      983.09  15.21        21.32
              LL-Accompanying       162.38        74.22      315.94      523.60  12.76        13.12
               Permanent Load+LL-Leading       1,634.92   1,491.66      491.97      983.09  15.21        21.32
               Permanent Load+LL-Accompanying           1,617.54   1,529.38      442.11      523.60  12.76        13.12
                                 
                                 
  C-2, B: One Span Dislodged Condition                        
  B1: LWL Case                            
  A3. Maximum  Transverse Moment Case       Unfactored  factored 
  Load item     Partial Safety Factor Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
        t t t-m t-m t t t t t-m t-m t t
  DL-Super-str. Permanent 1        364.50      364.50        277.02              -                -                -         364.50      364.50      277.02               -           -                -  
  SIDL-Exp.WC Permanent 1          24.34         24.34          18.50              -                -                -           24.34        24.34        18.50               -           -                -  
  SIDL-WC   Permanent 1          56.55         56.55          42.98              -                -                -           56.55        56.55        42.98               -           -                -  
  LL3   Leading 1.3                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  LL3   Accompanying 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  FPLL1   Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Thermal Load Accompanying 0                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Sub-structure weight Permanent 1        385.02      385.02                 -                -                -                -         385.02      385.02               -                 -           -                -  
  Footing Weight Permanent 1        282.29      282.29                 -                -                -                -         282.29      282.29               -                 -           -                -  
  Weight of soil on Pile cap Permanent 1.3                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
  Wind-Leading Leading 1.3          38.60       -38.60          19.00     278.40          0.90        13.00         50.18       -50.18        24.70      361.92     1.17        16.90
  Wind Load -   Accompanying 0.8          38.60       -38.60          19.00     278.40          0.90        13.00         30.88       -30.88        15.20      222.72     0.72        10.40
  Wind at angle Trans.20o Leading 1                 -                 -                   -                -                -                -                  -                 -                 -                 -           -                -  
              Permanent Load    1,112.69   1,112.69      338.50               -           -                -  
  Total Forces at LWL       LL-Leading         50.18       -50.18        24.70      361.92     1.17        16.90
              LL-Accompanying         30.88       -30.88        15.20      222.72     0.72        10.40
               Permanent Load+LL-Leading       1,162.87   1,062.51      363.20      361.92     1.17        16.90
               Permanent Load+LL-Accompanying           1,143.57   1,081.81      353.70      222.72     0.72        10.40
                                 
                                 
  Sumamry of Load cases for Basic Combiantion                      
  LWL Candition  Both Span is present                        
  Loade case No. Live Load Case LL
Leading /Accompanying		 Pmax Pmin ML MT HL HT              
  t t t-m t-m t t              
  (C-1):-1 LL1 Leading    1,682.67     1,539.41      350.44        733.64        10.17        21.32              
  (C-1):-2 Accomanying    1,619.15     1,530.99      291.08        493.44          7.48        13.12              
  (C-1):-3 LL2 Leading    1,680.58     1,537.32      546.77        772.85        17.03        21.32              
  (C-1):-4 Accomanying    1,617.54     1,529.38      442.11        523.60        12.76        13.12              
  (C-1):-5 LL3 Leading    1,634.92     1,491.66      491.97        983.09        15.21        21.32              
  (C-1):-6 Accomanying    1,617.54     1,529.38      442.11        523.60        12.76        13.12              
                                 
  LWL Candition One Span is present                        
  Loade case No. LL
Leading /Accompanying		 Pmax Pmin ML MT HL HT              
  t t t-m t-m t t              
  (C-1):-7 Leading    1,162.87     1,062.51      363.20        361.92          1.17        16.90              
  (C-1):-8 Accomanying    1,143.57     1,081.81      353.70        222.72          0.72        10.40              
Pile check (fartored)          
Total No of Piles       = 8 Nos
Dia of Pile       = 1.2 m
Dimension along T-T       = 25 m
Dimension along L-L       = 2.5 <!-- [if gte vml 1]> Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap Bitmap <![endif]--><!-- [if !vml]-->
<!--[endif]-->
m
Coordinates Xi and Yi are given as input by measuring the distance from the origin (0,0)-Pier shaft c/c  
Pile No. Longitudinal Transverse n xi2 yi2    
  xi yi    
1 1.8 5.4 1 3.24 29.16    
2 1.8 1.8 1 3.24 3.24    
3 1.8 -1.8 1 3.24 3.24    
4 1.8 -5.4 1 3.24 29.16    
5 -1.8 5.4 1 3.24 29.16    
6 -1.8 1.8 1 3.24 3.24    
7 -1.8 -1.8 1 3.24 3.24    
8 -1.8 -5.4 1 3.24 29.16    
    Total 8 25.92 129.6    

C-1 Combination:1 LWL Case  ULS                        
Both span present condition                           
Load case  Forces/Moments Load each Pile(Pmax) Hori. Force
Pmax Pmin ML MT 1 2 3 4 5 6 7 8 HL HT Horizontal Force
  t t t-m t-m t t t t t t t t t t t
C-1:1       2,257.77   2,092.47      441.23     846.51   348.13  324.62  301.11  277.59  286.85  263.34  239.82  216.31    11.73    24.60           3.41
C-1:2       2,182.74   2,083.56      371.35     560.37   321.98  306.41  290.85  275.28  270.40  254.84  239.27  223.71      8.57    14.76           2.13
C-1:3       2,255.36   2,090.06      667.76     891.75   365.45  340.68  315.91  291.14  272.70  247.93  223.16  198.39    19.65    24.60           3.94
C-1:4       2,180.89   2,081.71      545.02     595.05   335.25  318.72  302.20  285.67  259.56  243.03  226.50  209.97    14.64    14.76           2.60
C-1:5       2,202.67   2,037.37      604.53  1,134.33   364.58  333.07  301.56  270.05  280.62  249.11  217.60  186.09    17.55    24.60           3.78
C-1:6       2,180.89   2,081.71      545.02     595.05   335.25  318.72  302.20  285.67  259.56  243.03  226.50  209.97    14.64    14.76           2.60
Max. Axial Force each pile       365.45  340.68  315.91  291.14  286.85  263.34  239.82  223.71    19.65    24.60           3.94
Max. Axial Force famong 8 Plies       365.45                    
Max. Axial Force among 8 Plies       186.09                    
                               
One span dislodge  condition                           
C-1:7       1,582.66   1,466.86      502.67     417.60   250.14  238.54  226.94  215.34  180.32  168.72  157.12  145.52      1.35    19.50 2.44
C-1:8       1,559.50   1,490.02      491.27     250.56   239.49  232.53  225.57  218.61  171.26  164.30  157.34  150.38      0.81    11.70 1.47
                               
                               
C-2 Combination:2 LWL Case  SLS                        
Load case  Forces/Moments Load each Pile(Pmin) Hori. Force
Pmax Pmin ML MT 1 2 3 4 5 6 7 8 HL HT Horizontal Force
  t t t-m t-m t t t t t t t t t t t
C-2:1       1,682.67   1,539.41      350.44     733.64   247.33  226.95  206.57  186.19  198.66  178.28  157.90  137.52    10.17    21.32           2.95
C-2:2       1,619.15   1,530.99      291.08     493.44   232.15  218.44  204.73  191.03  191.72  178.01  164.31  150.60      7.48    13.12           1.89
C-2:3       1,680.58   1,537.32      546.77     772.85   262.34  240.87  219.40  197.93  186.40  164.93  143.46  121.99    17.03    21.32           3.41
C-2:4       1,617.54   1,529.38      442.11     523.60   243.69  229.15  214.60  200.06  182.29  167.74  153.20  138.65    12.76    13.12           2.29
C-2:5       1,634.92   1,491.66      491.97     983.09   261.58  234.28  206.97  179.66  193.25  165.95  138.64  111.33    15.21    21.32           3.27
C-2:6       1,617.54   1,529.38      442.11     523.60   243.69  229.15  214.60  200.06  182.29  167.74  153.20  138.65    12.76    13.12           2.29
Max. Axial Force each pile       262.34  240.87  219.40  197.93  198.66  178.28  164.31  150.60           -             -             3.41
Max. Axial Force famong 8 Plies       262.34                    
Max. Axial Force among 8 Plies       121.99                    
                               
Critical Case for Design                            
Load Combination   Max Min HR/Pile                      
C-1      365.45      186.09          3.94                      
C-2      262.34      121.99          3.41                      
Moment of Resistane of rectangular concrete section (as per IRC:112-2011)

Properties of Concrete            
Grade of Concrete From IRC 112,Table 6.5   = M 35  
Characteristic Strength of Concrete   fck = 35 Mpa=N/mm2
Design compressive Strength of Concrete   fcd =            15.63 Mpa
Tensile Strength of Concrete     fctm =               2.80 Mpa
Momulus of Elasticity of Concrete   Ecm = 3.20E+04 Mpa
Partial Materials Safety Factor for Concrete <!-- [if gte vml 1]> Bitmap Bitmap <![endif]--><!-- [if !vml]-->
       
   
 
 
<!--[endif]-->
 
𝛾𝑚 = 1.5  
Ultimate Compressive strain in the concrete     = 0.0035  
Constant        α = 0.67  
               
Properties of Steel            
Grade of Steel   Refer Cl.6.2.2 & 6.3.5,IRC:112-2011 = Fe 500  
Characteristic Strength of Steel     fyk = 500 Mpa
Momulus of Elasticity of Steel     Es = 2.00E+05 Mpa
Partial Materials Safety Factor for Steel 𝛾s 𝛾s = 1.15  
Ultimate Compressive strain in the Steel <!-- [if gte vml 1]> Bitmap Bitmap <![endif]--><!-- [if !vml]-->
       
   
<!--[endif]-->
 
  = 2.17E-03  
Design Yield Strength     fyd =          434.78 Mpa
               
        fck = M 35 N/mm2
        fcd = 15.63 N/mm2
        𝛼 = 0.67  
for basic & Seismic combination     <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
𝛾𝑠
= 1.5  
        fy = 500 N/mm2
        Ys = 1.15  
        fyd =          434.78  
               
               
               
               
          = 0.87fy/Es+0.002
        Es = 2.00E+05 Mpa
Compressive force              
Cu         = 0.36*fck*b*xulim
          = 17/21*fcd*b*xu,lim
          = 0.80952*fcd*b*xu,lim
          = 0.42Xu,lim  
Tensile force              
Tu         = .87*fy*Ast  
So, Limiting Resistance is equal to limiting moment        
Rlim     = Mu,lim/bd2 = 0.36*fck*Xu,lim/d(1-.429Xu,lim/d)
          = 5.86  
For Fe500, Xu,lim/d       = 0.633  
Horizontal capacity of piles( granular soil )  
Dia. Of Pile       = 1.2 m
Grade of concrete   <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]-->
 
   
 
<!--[endif]--><!-- [if !mso & vml]><![endif]-->		   = M35  
Moment of inertia I = 1.02E-01 m4
Modulus of deformation    E = 3.20E+04 N/mm2
        E = 3.20E+07 kN/m2
EI         = 3.26E+06 kN-m2
Free length of pile.        e or L1 = 3.572 m
Pile cap bottom level - liquefaction level.           
Pile cap bottom level      = 36.312 m
Liquefaction level.          = 32.74 m
               
Calculation of length of fixity.     lf      
N (Blows/300mm)     = 60 Blows
<!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--><!--[endif]-->
 
Table 3,IS2911-P1/section2   = 8571 kN/m3
T <!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]-->
 
   
 
<!--[endif]--><!-- [if !mso & vml]><![endif]-->		   = 3.28 m
e/T         = 1.09  
Zf/T Taken value from Figure   = 1.88  
Zf       lf = 6.168 m
               
As per IRC, 78-2014, Clause 709 .3 .5 .2.          
Maximum deflection    Y = 1% of the pile Dia.
        Y = 0.012 m
As per IS:2911 ,part 1 /section 2.Annex.C-4.2        
Horizontal pile capacity.     Q = (Y*12*E*I)/(L1+Lf)3
        Q = 507.7 kN
        Q = 50.8 Tonne

Circular Pile Moment Capacity Check _ULS Case  
Dia. Of Pile         = 1.2 m
Radius of Pile       = 0.6 m
Clear Cover       = 0.075 m
No. of Bar         = 24 m
Dia. Of Bar         = 0.025 m
Area of the reinforcement     = 0.012 m2
Grade of Concrete       = 35 Mpa
        fcd = 15.63333 Mpa
Factor of Material       = 1.5 m
Grade of Steel       = 500 Mpa
        fyd = 434.7826 Mpa
Factor of Material       = 1.15  
Area of Pile     Ac = 1.13 m2
Area of Steel     Ast = 0.012 m2
% of Steel         = 1.04 %
               
Puz = fcd*Ac+fyd*Ast   = 22803.05 KN
               
Pile cap Bottom Level(FL)       = 36.312 m
Pile bottom level       = 6.312 m
Level of pile fixity considered for design   = 26.57234 m
  FL-free length of pile -depth of fixity      
Depth of fixtity of pile from bottom     = 20.26034 m
  Level of pile fixity- Pile bottom level      
               
Max. Lateral force at pile cap bottom   =        39.36 KN
Max. Moment in Pile       = 114.9189 Kn-m
               
Critical Case for Design   P M Mu Status    
Load Combination   KN KN-m KN-m    
Pmax 3654.5 114.9 3487.0 OK    
Pmin 2623.4 114.9 1875.0 OK    
               
Punching Shear Check          
As per Clause 10.4.5,IRC:112-2017        
Punching shear should be verified at the face of the column and at control parameter
 within 2D from the face of the column.  
Punching a pile in pile cap.              
Panching share is checked for pile 1 corner pile as maximum load came on this pile   
Maximum axial force on pile  Calculated  =     365.45 t  
Overall depth of the pile cap.       = 1.8 m  
Effective depth in Y direction.      dy = 1.661 m  
Effective depth  in Z direction    dz = 1.683 m  
As per Clause 10.4.5,IRC:112-2017   d = 1.672 m  
                 
Punching Shear at uo Parameter.           
a         = 0 m  
                 
Length of Control Parameter    uo = 3.384956 m  
2*Pi()*(1.2+0)/4+.75+.75            
2*Pi()*(dia+a)/4+.75+.76            
                 
Applied shear force     VED =     365.45 t  
As per Clause 10.4.5,IRC:112-2017            
VED = VED/ud   VED = 64.57 t/m2  
          = 0.646 Mpa  
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  IF(0.645<4> = Ok    

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