Week 12 Challenge
1)What is the difference between active and passive earth pressure?
Active pressure is the condition in which the earth exerts a force on a retaining system and the members tend to move toward the excavation. Passive pressure is a condition in which the retaining system exerts a force on the soil.
| C/C of expansion gap (Left Span ) | = | 31 | m |
| C/C of bearing (Left Span) | = | 30 | m |
| Distance of bearing to expansion gap (Left span) | = | 0.5 | m |
| C/C of expansion gap (Right Span) | = | 31 | m |
| C/C of bearing (Right Span) | = | 30 | m |
| Distance of bearing to expansion gap (Right span) | = | 0.5 | m |
| Total width | = | 12 | m |
| Carriageway width | = | 8.5 | m |
| No of bearing | = | 4 | Nos |
| C/c spacing of longitudinal girders | = | 3 | |
| Footpath Width (Left side) | = | 1.5 | m |
| Footpath Width (Right side) | = | 1.5 | m |
| Crash Barrier Width (Left side) | = | 0.5 | m |
| Crash Barrier Width (Right side) | = | 0.5 | m |
| Handrail Width (Left side) | = | 0 | m |
| Handrail Width (Right side) | = | 0 | m |
| Wearing Coat Thickness | = | 0.065 | m |
| Depth of superstructure (Left Span) | = | 1.32 | m |
| Depth of superstructure (Right Span) | = | 1.32 | m |
| CG of the superstructure from the bottom (Left Span) | = | 0.88 | m |
| CG of the superstructure from the bottom (Right Span) | = | 0.88 | m |
| Height of crash barrier | = | 0.9 | m |
| Bearing thickness (Max) | = | 0.15 | m |
| Height of pedestal | = | 0.25 | m |
| Hozi. Distance of FRL from the pedestal of least height | = | 0 | m |
| Expansion joint | = | 0.04 | m |
| Skew Angle | = | 0 | m |
| Superelevation/camber | = | 2.5 | % |
| Type of superstructure (Left Span) | = | PSC Girder and Deck | |
| Type of superstructure (Right span) | = | PSC Girder and Deck | |
Levels:-
| Finished Road Level | = | 232.1 | m |
| Bearing Level | = | 229.8 | m |
| Pier Cap Top Level | = | 229.4 | m |
| High Flood Level | = | 228.7 | m |
| Ground Level | = | 226.2 | m |
| Wellcap Top Level | = | 225.7 | m |
| Wellcap Bottom Level | = | 223.7 | m |
| Maximum Scour Level | = | 217.8 | m |
| Zero Shear Level | = | 205.2 | m |
| Founding Level | = | 198.7 | m |
MATERIALS CHARACTERISTICS:-
| For Pier cap, pier and Footing | |||||
| Grade of concrete | fck | = | M | 35 | |
| Design strength of concrete | fcd | 15.63 | Mpa | ||
| Modulus of Elasticity of steel | Es | = | 2.10E+05 | ||
| Modulus of Elasticity of concrete | Ec | = | 3.20E+04 | ||
| Mean tensile strength of concrete | fctm | = | 2.8 | ||
| For Well stening | |||||
| Grade of concrete | fck | = | M | 30 | |
| Design strength of concrete | fcd | 13.4 | Mpa | ||
| Modulus of Elasticity of steel | Es | = | 2.10E+05 | ||
| Modulus of Elasticity of concrete | Ec | = | 3.10E+04 | ||
| Mean tensile strength of concrete | fctm | = | 2.8 | ||
| Grade of steel | fyk | Fe | 500 | |
| Design strength of steel | Fyd | 434.8 | Mpa | |
| Density of concrete (RCC) | 2.5 | t/m3 | ||
| Density of wearing course | 2.2 | t/m3 | ||
| Coefficient of Thermal Expansion | 1E+07 | |||
| Shrinkage Strain For Concrete | 20000 |
| Material | Basic Comb | Seismic Comb |
| Concrete | 1.5 | 1.5 |
| Reinforcing steel | 1.15 | 1.15 |
llllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll
LOAD CHARACTERISICS:-
| Dead Load | ||
| Left Span | ||
| Total weight of superstructure | 592 | t |
| Right Span | ||
| Total weight of superstructure | 592 | t |
| SIDL | ||
| Load Intensity due to wearing course | 0.22 | t/m2 |
| Self weight of crash barrier | 34.1 | t/m |
| FPLL | ||
| Maximum intensity of footpath live load | 500 | kg/m2 |
LIVE LOAD CONSIDERATION:-
Single /Both span Loaded
1 Lane 70R Wheeled
1 Lane Class A
3 Lane Class A
1 Lane Class A + 1 Lane 70R Wheeled
| %reduction | = | 90 | % |
| Fraction of live load remaining in seismc case | = | 0.2 | |
| Factor by which seismic force should be increase for design | = | 0 |
| Wind Load Data | |||
| Basic Wind Speed | = | 50 | m/s |
| Type of tarrain | = | plain terrain | |
| Factors | For DL+SIDL | For LL |
| Gust Factor, G | 2 | 2 |
| Drag Coeficient, CD | 2.1 | 1.2 |
| Lift Coeficient, CL | 0.75 | 0 |
| Parameter for wind forces on substructure | |
| For Cap | |
| Gust Factor | 2 |
| Height/Breadth | 0.15 |
| Drag Coefficient, CD | 1.2 |
| For Shaft | |
| Gust Factor | 2 |
| Height / Breadth | 0.68 |
| Drag Cpefficient, CD | 0.8 |
| For Circular well | |
| Gust Factor | 2 |
| Height / Breadth | 1.92 |
| Drag Coefficient, CD | 72 |
| Bearing Data | ||
| Type of bearing | POT-PTFE | |
| No. of Bearing over pier on support line | 8 | Nos |
| Type of Substructure | Circular pier with pier cap | |
| Number of pier shaft | 1 | |
| Transerse eccentricity of substructure with footing/cap | 0 | m |
| Pedestal | ||
| Length | 0.9 | m |
| Width | 0.9 | m |
| Height | 0.25 | m |
| Pier Cap | ||
| Rectangular Part | ||
| Length (T-T) | 11 | m |
| Length (L-L) | 3.8 | m |
| Height | 0.8 | m |
| Trapoizodal Part | ||
| Length (T-T) | 2.7 | m |
| Length (T-L) | 3.8 | m |
| Height | 0.85 | m |
| Pier Shaft | ||
| Dimension along traffic | 3 | m |
| Dimension perpendicular to traffic | 3 | m |
For Well Foundation:-
| Total No of circular well | 1 | |
| Dia of well cap | 7.3 | m |
| External dia of well | 7.3 | m |
| Thickness of well cap | 2 | m |
| Thickness of stening required | 1.138 | m |
| Thickness of stening | 1.15 | m |
| Thickness of top plug | 0 | m |
| Thickness of intermediate plug | 0 | m |
| Thickness of bottom plug ( top cylindrical portion) | 0.3 | m |
| Thickness of bottom plug ( Bottom cylindrical portion) | 1.9 | m |
| Height of well curb | 2.2 | m |
| Projection of well curb from outer face of stening | 0.075 | m |
| Thickness of well curb at bottom | 0.15 | m |
| Depth of Bottom plug above well curb top | 0.3 | m |
| Grip length of well | 12.95 | m |
| Height of water fill | 22.5 | m |
| Height of sand fill | 0 | m |
| Clear Cover | ||
| Pier Cap | 50 | mm |
| Pier Shaft | 50 | mm |
| Foundation | 75 | mm |
Calculation of Loads:-
| Dead Laod Of Superstructure | ||
| Left Span | ||
| Reaction from left span | 592 | t |
| Reaction from Right span | 592 | t |
| Total reaction on pier | 1184 | t |
| Longitudinal movement | 0 | t-m |
| Transverse ecc. Of DL from c/l from of pier | 0 | t |
| Transverse movement | 0 | t |
| SIDL (Crash barrier, railing, foothpath) - Excluding wearing course | ||
| Left span | ||
| Crash barrier weight | 85.25 | t |
| Railing weight | 0 | t |
| Footpath / service weight | 0 | t |
| Right span | ||
| Crash barrier weight | 85.25 | t |
| Railing weight | 0 | t |
| Footpath / service weight | 0 | t |
| Total reaction on pier (SIDL excluding w/c) | 170.5 | |
| Longitudinal Movement (CB) | 0 | t-m |
| Total Longitudinal Movement (SIDL excluding w/c) | 0 | t-m |
| SIDL ( Wearing course) | ||
| load intensity ue to wearing course | 0.22 | t/m2 |
| Left span | ||
| DL of wearing course | 37.68 | |
| Right span | ||
| DL of wearing course | 37.68 | |
| Total Reaction on pier (SIDL/ w/c) | 75.36 | |
Force Summary:-
| Bearing Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| Pier bottom Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| Cap Bottom level | ||||||
| load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| Point of zero shear | ||||||
| load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| Founding Level | ||||||
| load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
One Span Dislodged cond.
| Dead Load Of Superstructure | ||
| Vertical load on pier | 592 | t |
| Longitudinal Movement | 296 | t- m |
| Transverse Movement | ||
| SIDL without WC | ||
| Vertical load on pier | 85.25 | t |
| Longitudinal Movement | 42.63 | t- m |
| Transverse Movement | ||
| SIDL ( Wearing course) | ||
| Vertical load on pier | 37.68 | t |
| Longitudinal Movement | 18.84 | t- m |
| Transverse Movement | ||
| Total Load | 714.9 | |
| Longitudinal Movement | 357.5 | |
| Bearing Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 148 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.3 | 85.3 | 42.6 | 0 | 0 | 0 |
| SIDL w/c) | 37.7 | 37.7 | 18.8 | 0 | 0 | 0 |
| Pier bottom Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 148 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.3 | 85.3 | 42.6 | 0 | 0 | 0 |
| SIDL w/c) | 37.7 | 37.7 | 18.8 | 0 | 0 | 0 |
| Well Cap Bottom level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 49.8 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.3 | 85.3 | 6.7 | 0 | 0 | 0 |
| SIDL w/c) | 37.7 | 37.7 | 5.7 | 0 | 0 | 0 |
| Max scour Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 49.8 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.25 | 85.25 | 6.7 | 0 | 0 | 0 |
| SIDL w/c) | 37.68 | 37.68 | 5.7 | 0 | 0 | 0 |
| Point of zero shear | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 49.8 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.25 | 85.25 | 6.7 | 0 | 0 | 0 |
| SIDL w/c) | 37.68 | 37.68 | 5.7 | 0 | 0 | 0 |
| Founding Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| DL | 296 | 592 | 49.8 | 0 | 0 | 0 |
| SIDL (excluding w/c) | 85.25 | 85.25 | 6.7 | 0 | 0 | 0 |
| SIDL w/c) | 37.68 | 37.68 | 5.7 | 0 | 0 | 0 |
FOR LIVE LOAD CONSIDERATION:-
1 Lane 70R Wheeled
1 Lane of Class A
3 Lane Class A
1 Lane 70R Wheeled+ 1 Lane of Class A
| DL + SIDL reaction from left span | 715 | t |
| DL + SIDL reaction from Right span | 715 | t |
| 1 lane 70 R- Wheeled | |||
| Load | Distance from | 17t | |
| 17 | 0 | 0 | |
| 17 | 1.37 | 23.29 | |
| 17 | 4.42 | 75.14 | |
| 17 | 5.79 | 98.43 | |
| 12 | 7.92 | 95.04 | |
| 12 | 9.44 | 113.28 | |
| 8 | 13.4 | 107.2 | |
| Live Load Reaction | ||
| Ra | 5.76 | t |
| Rb | 43.24 | t |
| Rc | 48.57 | t |
| Rd | 2.43 | t |
| Breaking force in Left span | 9.8 | |
| Decrease in Rb due to breaking force | 1 | |
| Breaking force in Right span | 10.2 | |
| Decrease in Rc due to breaking force | 0.4 | |
| Net Rb | 42.24 | |
| Net Rc | 48.17 | |
| Vertical force on pier | 90.41 | |
| Longitudinal moment | 21.12 | |
| Total braking force at bearing level | 10 | t |
| Total Horizontal force (Longtudinal) | 10 | t |
Eccentricity=2.905
MT= 262.631367
| 1 lane Class A | |||
| Load | Distance from | 17t | |
| 2.7 | 0 | 0 | |
| 2.7 | 1.1 | 2.97 | |
| 11.4 | 4.3 | 49.02 | |
| 11.4 | 5.5 | 62.7 | |
| 6.8 | 9.8 | 66.64 | |
| 6.8 | 12.8 | 87.04 | |
| 6.8 | 15.8 | 107.44 | |
| 6.8 | 18.8 | 127.84 | |
| 55.4 | 503.65 |
sum |
|
| CG Left Span | CG Right Span | |||||
| 6.8 | 3 | 20.4 | 2.7 | 0 | 0 | |
| 6.8 | 6 | 40.8 | 2.7 | 1.1 | 2.97 | |
| 6.8 | 9 | 61.2 | 11.4 | 4.3 | 49.02 | |
| 11.4 | 5.5 | 62.7 | ||||
| 6.8 | 9.8 | 66.64 | ||||
| 20.4 | 122.4 | 35 | 181.33 | |||
| Live Load Reaction | ||
| Ra | 3.74 | t |
| Rb | 16.66 | t |
| Rc | 29.54 | t |
| Rd | 5.46 | t |
| Breaking force in Left span | 4.08 | |
| Decrease in Rb due to breaking force | 0.8 | |
| Breaking force in Right span | 7 | |
| Decrease in Rc due to breaking force | 0.8 | |
| Net Rb | 15.86 | |
| Net Rc | 28.74 | |
| Vertical force on pier | 44.6 | |
| Longitudinal moment | 6.4395 | |
| Total braking force at bearing level | 5.5 | t |
| Total Horizontal force (Longtudinal) | 5.5 | t |
Eccentricity=4.45 M
MT= 198.47 T-M
| (3) 3 lane Class A | ||
| Live Load Reaction | ||
| Ra | 10.1 | t |
| Rb | 44.98 | t |
| Rc | 79.76 | t |
| Rd | 14.74 | t |
| Breaking force in Left span | 5.1 | |
| Decrease in Rb due to breaking force | 1 | |
| Breaking force in Right span | 8.75 | |
| Decrease in Rc due to breaking force | 1 | |
| Net Rb | 43.98 | |
| Net Rc | 78.76 | |
| Vertical force on pier | 122.74 | |
| Longitudinal moment | 17.39 | |
| Total braking force at bearing level | 12.5 | t |
| Total Horizontal force (Longtudinal) | 12.5 | t |
| Total Horizontal force (Transverse) | 0 | t |
| 4) 1 lane 70 R- Wheeled + 1 lane Class A | ||
| Live Load Reaction | ||
| Ra | 8.55 | t |
| Rb | 55.91 | t |
| Rc | 70.3 | t |
| Rd | 7.1 | t |
| Breaking force in Left span | 10.82 | |
| Decrease in Rb due to breaking force | 2.1 | |
| Breaking force in Right span | 11.95 | |
| Decrease in Rc due to breaking force | 2.1 | |
| Net Rb | 51.81 | |
| Net Rc | 68.2 | |
| Vertical force on pier | 120.01 | |
| Longitudinal moment | 18.1 | |
| Total braking force at bearing level | 11.4 | t |
| Total Horizontal force (Longtudinal) | 11.4 | t |
| Total Horizontal force (Transverse) | 0 | t |
Eccentricity OF 70R Wheeled =0.955 M
Eccentricity of ClassA = 3.3m
MT= 192.85 T-M
Force Summary:-
| Both Span Loaded | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t-m | t-m | |
| 1 Lane 70 R - W | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| 1 Lane Class A | 44.6 | 44.6 | 6.4 | 198.5 | 5.5 | 0 |
| 3 Lane Class A | 122.7 | 122.7 | 43.4 | 178 | 12.5 | 0 |
| 1 L 70 R -W + 1 L Class A | 120.01 | 120.01 | 8.19 | 192.85 | 11.4 | 0 |
| Final Summary | ||||||
| Normal Case | ||||||
| Bearing Case | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Pier bottom level | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Cap bottom level | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Max scour level | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Point of zero shear | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Founding level | ||||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | |
| LL 1 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 2 | 122.74 | 122.74 | 43.38 | 177.97 | 12.5 | 0 |
| LL 3 | 90.4 | 90.4 | 21.1 | 262.6 | 10 | 0 |
| Normal Case | ||
| Calculation Of Self Weight | ||
| Pedestal | ||
| Length | 0.9 | m |
| Weidth | 0.9 | m |
| Height | 0.25 | m |
| Nos. | 4 | Nos |
| Total Weight of pedestial | 2.025 | t |
| Pier Cap | ||
| Rectangular part | ||
| Length | 11 | m |
| Width | 3.8 | m |
| Height | 0.8 | m |
| Volume | 33.44 | m3 |
| Weight | 83.6 | t |
| Length (Top) | 11 | m |
| Width (Top) | 3.8 | m |
| Length (Bottom) | 2.7 | m |
| Width (Bottom) | 3.8 | m |
| Height | 0.85 | m |
| Top plan area | 41.8 | m2 |
| Bottom plan area | 10.26 | m2 |
| volume | 20.61792 | m3 |
| weight | 51.5448 | t |
| Total weight of pier cap | 135.1448 | t |
| Pier shaft | ||
| Area of Cross section of rectangular | 7.07 | m2 |
| Height | 2.026 | m |
| Nos. | 1 | |
| weight | 35.80955 | t |
| Total Weight of Substructure | 172.9793 | t |
| Transverse Movement | 0 | t-m |
| Loads at Wellcap bottom Level | ||
| Normal Cases | ||
| Calculation of Self weight | ||
| Rectangular part | 196.8 | m3 |
| Total volume | 196.8 | m3 |
| Weight | 492 | |
| LWL Case | ||
| Total wight of footing | 492 | t |
| Longitudinal Moment | 0 | t-m |
| Transverse Movement | 0 | t-m |
Force Summary:-
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |
| Substructure Weight | 172.9793 | 172.9793 | 0 | 0 | 0 | 0 |
| Weight of footing | 492 | 492 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 0 | 0 | 0 | 0 | 0 | 0 |
Wind Loadings Calculations:-
| Basic Wind Speed | 47 |
| Type of terrain | Plain terrain |
| Type of Superstructure | slab |
| Type of substructure | Circular pier with pier cap |
| Left Span | ||
| Length of superstructure in L-L direction (Square) | 31 | m |
| Length of superstructure in L-L direction (Square) | 31 | m |
| Length of superstructure in L-L direction (Square) | 12 | m |
| Total dept of superstructure (include Cras barrier) | 1.875 | m |
| Average height of exposes surface from ground level | 6.86 | m |
| Vz | 47.58 | m/s |
| Pz | 1116.9 | N/m2 |
| Wind Forces On DL + SIDL | ||
| Gust factor | 2 | |
| Drag coefficient | 2.1 | |
| Exposed solid area A1 | 58.125 | m2 |
| Force in transverse direction FT | 6.8 | t |
| acting at RL | 230.61 | m |
| Force in longitudinal direction FL | 1.7 | t |
| acting at RL | 230.6115 | m |
| Plan Area A3 | 372 | m2 |
| Lift coefficient CL | 0.75 | |
| Force in veertical direction FV | -62 | t |
| Right Span | ||
| Length of superstructure in L-L direction (Square) | 31 | m |
| Length of superstructure in L-L direction (Square) | 31 | m |
| Length of superstructure in L-L direction (Square) | 12 | m |
| Total dept of superstructure (include Cras barrier) | 1.87 | m |
| Average height of exposes surface from ground level | 6.8635 | m |
| Vz | 39.6 | m/s |
| Pz | 940.6 | N/m2 |
| Wind Forces On DL + SIDL | ||
| Gust factor | 2 | |
| Drag coefficient | 1.3 | |
| Exposed solid area A1 | 57.97 | m2 |
| Force in transverse direction FT | 6.8 | t |
| acting at RL | 230.609 | m |
| Force in longitudinal direction FL | 1.7 | t |
| acting at RL | 230.609 | m |
| Plan Area A3 | 372 | m2 |
| Lift coefficient CL | 0.75 | |
| Force in veertical direction FV | -90 | t |
| Total Wind forces at bearing level from superstructure | |||
| Both Span present | One Span present | ||
| HL wind | 1.7 | HL wind | 0.9 |
| HT wind | 6.8 | HT wind | 3.4 |
| P wind | -90 | P wind | -45 |
| Forces at Pier shaft bottom level | |||
| Both Span present | One Span present | ||
| HL wind | 1.7 | HL wind | 0.9 |
| HT wind | 6.8 | HT wind | 3.4 |
| P wind | -90 | P wind | -45 |
| ML due to HL | 9.6 | ML due to HL | 4.8 |
| ML due to P | 0 | ML due to P | 0 |
| MT | 38.6 | MT | 19.3 |
| Fores at Foundation bottom level | |||
| Both Span present | One Span present | ||
| HL wind | 1.7 | HL wind | 0.9 |
| HT wind | 6.8 | HT wind | 3.4 |
| P wind | -90 | P wind | -45 |
| ML due to HL | 9.6 | ML due to HL | 4.8 |
| ML due to P | 0 | ML due to P | 0 |
| MT | 38.6 | MT | 19.3 |
| Average height of exposed surface from the ground level | 5.676 | m |
| Vz | 39.6 | m/s |
| Pz | 940.6 | N/m2 |
| Exposed solid area A1 | 5.8 | m2 |
| Gust factor G | 2 | |
| Width of Cap b | 3.8 | m |
| Length of Cap t | 11 | m |
| t/b | 2.89 | |
| Height / Breadth | 0.43 | |
| Drag coefficient | 0.7 | |
| Force in transverse direction FT | 0.801 | t |
| acting at RL | 229.674 | m |
| Forces at Pier shaft bottom level due to wind forces on pier cap | ||
| HL wind | 0 | t |
| HT wind | 0.8 | t |
| ML | 0 | t-m |
| MT | 16.1584 | t-m |
| Forces at Footing bottom level due to wind forces on pier cap | ||
| HL wind | 0 | t |
| HT wind | 0.8 | t |
| ML | 0 | t-m |
| MT | 17.5984 | t-m |
| Projected area in elevation in transverse direction ( Expose area ) | ||
| Average height of exposed surface from the ground level | 9.3 | m |
| Vz | 39.6 | m/s |
| Pz | 940.6 | N/m2 |
| Exposed solid area LWL case A1 | 6.192 | m2 |
| Gust factor G | 2 | |
| t/b | 0 | |
| Height / Breadth | 0.688 | |
| Drag coefficient CD | 1.2 | |
| Force in transverse direction FT | 8.747 | t |
| acting at RL | 228.392 | m |
| Forces at Pier shaft bottom level due to wind forces on pier shaft | ||
| HL wind | 0 | t |
| HT wind | 8.747 | t |
| ML | 0 | t-m |
| MT | 176.6719 | t-m |
| Forces at Footing bottom level due to wind forces on pier shaft | ||
| HL wind | 0 | t |
| HT wind | 8.747 | t |
| ML | 0 | t-m |
| MT | 192.4165 | t-m |
Force Summary:-
| Both span present | |||||
| At pier Bottom Level | |||||
| Pmax | Pmin | ML | MT | HL | HT |
| t | t | t | t | t | t |
| 90 | -90 | 9.6 | 231.4 | 1.7 | 16.35 |
| At pier Footing Level | |||||
| Pmax | Pmin | ML | MT | HL | HT |
| t | t | t | t | t | t |
| 90 | -90 | 9.6 | 248.6 | 1.7 | 16.35 |
| One Span Dislodged | |||||
| At pier Bottom Level | |||||
| Pmax | Pmin | ML | MT | HL | HT |
| t | t | t | t | t | t |
| 45 | -45 | 4.8 | 212.1 | 0.85 | 12.95 |
| At pier Footing Level | |||||
| Pmax | Pmin | ML | MT | HL | HT |
| t | t | t | t | t | t |
| 45 | -45 | 4.8246 | 229.3 | 0.85 | 12.95 |
| Calculation of weight of well | ||
| Length of well cap (revised as per new arrangement) | 7.95 | m |
| Width of well cap (revised as per new arrangement) | 8.1 | m |
| Thickness of well cap | 2 | m |
| Weight of well cap | 321.975 | t |
| Weight of top plug | ||
| Internal dia of well | 5 | m |
| Height of top plug | 0 | m |
| Weight of top plug | 0 | t |
| Weight of steining | ||
| External dia of well | 7.3 | m |
| Internal dia of well | 5 | m |
| Height of steining at point of zero shear | 18.5 | m |
| Weight of steining at point of zero shear | 1027.6 | t |
| Height of steining at founding level | 25 | m |
| Weight of steining at founding level | 1266.5 | t |
| Weight of water fill | ||
| Internal dia of well | 5 | m |
| Height of water fill at point of zero shear | 18.5 | m |
| Weight of water fill at point of zero shear | 362.2 | t |
| Height of water fill at founding level | 22.5 | m |
| Weight of water fill at founding level | 441.8 | t |
| Weight of intermediate plug | ||
| Internal dia of well | 5 | m |
| Height of intermediate plug | 0.3 | m |
| Weight of intermediate plug | 14.7 | t |
| Weight of sand fill | ||
| Internal dia of well | 5 | m |
| Height of sand fill at point of zero shear | 6.1 | m |
| Weight of sand fill at point of zero shear | 241.5 | t |
| Height of sand fill at founding level | 0 | m |
| Weight of sand fill at founding level | 0 | t |
| Weight of bottom plug | ||
| Dia of bottom plug in cylindrical portion | 5 | m |
| Area of c/s of bottom plug in cylindrical portion | 19.6 | m2 |
| Dia of bottom plug at founding level | 7.2 | m |
| Area of c/s of bottom plug at founding level | 40.2 | m2 |
| Height of top cylindrical portion | 0.6 | m |
| Height of bottom conical portion | 1.9 | m |
| Weight of bottom plug | 168.6 | t |
| Weight of well curb | ||
| Area of c/s of well curb | 1.531 | m2 |
| Average dia of ring | 5.667 | m |
| Weight of well curb | 68.1 | t |
| Total weight of well at zero shear level | 1953.275 | t |
| Total weight of well | 2281.675 | t |
| Weight of soil on curb projection | ||
| External dia of well | 7.3 | m |
| Length of projection | 0.075 | m |
| Area of c/s of soil on projection | 1.738 | m2 |
| Normal case | 24.6 | m |
| Height of soil on projection (LWL case without scour) | ||
| Calculation of buoyancy on well | ||
| HFL CASE | ||
| Volume of well upto FL | 1130.05 | m3 |
| Buoyancy force on well upto FL | -1130.1 | t |
| Buoyancy force on well upto ZSL | -858 | t |
| At Zero shear Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |
| Weight of well | 1954.4 | 1954.4 | 0 | 0 | 0 | 0 |
| Wt of soil on projection | 0 | 0 | 0 | 0 | 0 | 0 |
| Buoyancy on well | -1130.1 | -1130.1 | 0 | 0 | 0 | 0 |
| At Founding Level | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |
| Weight of well | 2281.7 | 2281.7 | 0 | 0 | 0 | 0 |
| Wt of soil on projection | 0 | 0 | 0 | 0 | 0 | 0 |
| Buoyancy on well | -1130.1 | -1130.1 | 0 | 0 | 0 | 0 |
| ACTIVE EARTH PRESSURE | ||||||||||||||||||||||
| Sl No. | Description | RL at top | RL at bottom | height | width | b = angle of inclination of wall with horizontal | f = angle of shearing resistance | d = angle of friction between soil and wall | I = angle of inclination of soil with horizontal | kah | kph | c | g | kah.g.h top | kah.g.h bottom | -2c.(kah)^0.5 | Int of Active Earth Pressure at top | Int of Active Earth pressure at bottom | FOS | Force -normal | RL of acting force | M - founding level -normal |
| 1 | FRL-Well cap top | 214.5 | 204.5 | 10 | 1.8 | 1.571 | 0 | 0 | 0 | 1 | 1 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 0 | |
| 2 | Well cap top-lbl | 204.5 | 204 | 0.5 | 7.3 | 1.571 | 0 | 0 | 0 | 1 | 1 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 204.165 | 0 |
| 3 | lbl-lay1 | 204 | 193.071 | 10.929 | 7.3 | 1.571 | 0.524 | 0.349 | 0 | 0.279 | 5.737 | 0 | 1.03 | 0 | 3.145 | 0 | 0 | 3.145 | 2 | 0 | 196.678 | 0 |
| 4 | layer 1-MSL | 193.071 | 190.45 | 2.621 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.01 | 3.145 | 3.794 | 0 | 3.145 | 3.794 | 2 | 0 | 191.72 | 0 |
| 5 | MSL -Layer 2 | 190.45 | 190.45 | 0 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.01 | 3.794 | 3.794 | 0 | 3.794 | 3.794 | 2 | 0 | 190.45 | 0 |
| 6 | Layer 2- Layer 3 | 190.45 | 190.071 | 0.379 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.01 | 3.794 | 3.888 | 0 | 3.794 | 3.888 | 2 | 5.3 | 190.26 | 67.8 |
| 7 | Layer 3- Layer 4 | 190.071 | 185.571 | 4.5 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.02 | 3.888 | 5.013 | 0 | 3.888 | 5.013 | 2 | 73.1 | 187.726 | 747.6 |
| 8 | Layer 4- well curb top | 185.571 | 179.571 | 6 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 5.013 | 6.465 | 0 | 5.013 | 6.465 | 2 | 125.7 | 182.445 | 621.5 |
| 9 | well kerb top-Layer 5 | 179.571 | 179.571 | 0 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 6.465 | 6.465 | 0 | 6.465 | 6.465 | 2 | 0 | 179.571 | 0 |
| 10 | Layer 5- FL | 179.571 | 177.5 | 2.071 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 6.465 | 6.966 | 0 | 6.465 | 6.966 | 2 | 50.8 | 178.523 | 51.9 |
| 254.9 | 1488.8 | |||||||||||||||||||||
| PASSIVE EARTH PRESSURE | ||||||||||||||||||||||
| Sl No. | Description | RL at top | RL at bottom | height | width | b = angle of inclination of wall with horizontal | f = angle of shearing resistance | d = angle of friction between soil and wall | I = angle of inclination of soil with horizontal | kah | kph | c | g | kah.g.h top | kah.g.h bottom | -2c.(kah)^0.5 | Int of Active Earth Pressure at top | Int of Active Earth pressure at bottom | FOS | Force -normal | RL of acting force | M - founding level -normal |
| 1 | MSL -Layer 2 | 190.45 | 190.45 | 0 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.01 | 0 | 0 | 0 | 0 | 0 | 2 | 0 | 190.45 | 0 |
| 2 | Layer 2- Layer 3 | 190.45 | 190.071 | 0.379 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.01 | 0 | 2.869 | 0 | 0 | 2.869 | 2 | 2 | 190.196 | 25.2 |
| 3 | Layer 3- Layer 4 | 190.071 | 185.571 | 4.5 | 7.3 | 1.571 | 0.576 | 0.384 | 0 | 0.245 | 7.496 | 0 | 1.02 | 2.869 | 37.274 | 0 | 2.869 | 37.274 | 2 | 329.7 | 187.178 | 3190.7 |
| 4 | Layer 4- well curb top | 185.571 | 179.571 | 6 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 37.274 | 87.933 | 0 | 37.274 | 87.933 | 2 | 1371 | 182.166 | 6397.7 |
| 5 | well kerb top-Layer 5 | 179.571 | 179.571 | 0 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 87.933 | 87.933 | 0 | 87.933 | 87.933 | 2 | 0 | 179.571 | 0 |
| 6 | Layer 5- FL | 179.571 | 177.5 | 2.071 | 7.3 | 1.571 | 0.593 | 0.393 | 0 | 0.235 | 8.197 | 0 | 1.03 | 87.933 | 105.419 | 0 | 87.933 | 105.419 | 2 | 730.8 | 178.504 | 733.9 |
| 2433.5 | 10347.5 | |||||||||||||||||||||
| Normal case - LWL | ||
| Case | Force (t) | Moment (tm) |
| Active Pressure | 254.87 | 1488.8 |
| Passive Pressure | 2433.47 | 10348 |
| Let point of zero shear occure at Y m below MSL | ||
| Assume Y | 4.088 m | |
| Horizontal force HR | 72.68 t | |
| Now, total active force + FR-total passive force | 0 | |
| Combination Of Base Pressure | ||||||
| Normal Case | ||||||
| Both Span present | ||||||
| LWL (Low Water Level) WITHOUT SCOUR | ||||||
| Maximum Reaction case (P) | ||||||
| Load Item | Unfactored Forces | |||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t | t | |
| DL (superstructure) | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (Excluding W/C) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL (w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| LL1 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0 |
| Sustructure Weight | 173 | 173 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 0 | 0 | 0 | 0 | 0 | 0 |
| Weight of footing | 492 | 492 | 0 | 0 | 0 | 0 |
| Wind Load | 90 | -90 | 9.6 | 248.6 | 1.7 | 16.3 |
| Total for unfactored load | 2303.2 | 2123.2 | 551.8 | 504.9 | 13.1 | 16.3 |
| Maximum Longitudinal Movement case (ML) | ||||||
| Load Item | Unfactored Forces | |||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t | t | |
| DL (superstructure) | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (Excluding W/C) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL (w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| LL2 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0 |
| Sustructure Weight | 173 | 173 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 0 | 0 | 0 | 0 | 0 | 0 |
| Weight of footing | 492 | 492 | 0 | 0 | 0 | 0 |
| Wind Load | 90 | -90 | 9.6 | 248.6 | 1.7 | 16.3 |
| Total for unfactored load | 2303.2 | 2123.2 | 551.8 | 504.9 | 13.1 | 16.3 |
| Maximum Transverse Case | ||||||
| Load Item | Unfactored Forces | |||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t | t | |
| DL (superstructure) | 1184 | 1184 | 0 | 0 | 0 | 0 |
| SIDL (Excluding W/C) | 170.5 | 170.5 | 0 | 0 | 0 | 0 |
| SIDL (w/c) | 75.4 | 75.4 | 0 | 0 | 0 | 0 |
| LL3 | 82 | 82 | 438.8 | 385.8 | 10 | 0 |
| Sustructure Weight | 173 | 173 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 0 | 0 | 0 | 0 | 0 | 0 |
| Weight of footing | 492 | 492 | 0 | 0 | 0 | 0 |
| Wind Load | 90 | -90 | 9.6 | 248.6 | 1.7 | 16.3 |
| Total for unfactored load | 2266.8 | 2086.8 | 448.4 | 634.4 | 11.7 | 16.3 |
| One Span Dislodge Condition | ||||||
| Load Item | Unfactored Forces | |||||
| Pmax | Pmin | ML | MT | HL | HT | |
| t | t | t-m | t-m | t | t | |
| DL (superstructure) | 592 | 592 | 49.8 | 0 | 0 | 0 |
| SIDL (Excluding W/C) | 85.3 | 85.3 | 6.7 | 0 | 0 | 0 |
| SIDL (w/c) | 37.7 | 37.7 | 5.7 | 0 | 0 | 0 |
| Sustructure Weight | 173 | 173 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 0 | 0 | 0 | 0 | 0 | 0 |
| Weight of footing | 492 | 492 | 0 | 0 | 0 | 0 |
| Wind Load | 45 | -45 | 4.8 | 229.3 | 0.9 | 12.9 |
| Total for unfactored load | 1424.9 | 1334.9 | 67 | 229.3 | 0.9 | 12.9 |
| SUMMARY OF LOAD CASES FOR NORMAL CASE | ||||||
| LWL Without Scour | ||||||
| Both Span Present Condition | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |
| N1 | 2303.2 | 2123.2 | 551.8 | 504.9 | 13.1 | 16.3 |
| N2 | 2303.2 | 2123.2 | 551.8 | 504.9 | 13.1 | 16.3 |
| N3 | 2266.8 | 2086.8 | 448.4 | 634.4 | 11.7 | 16.3 |
| One Span Dislodged Condition | ||||||
| Load Item | Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |
| N4 | 1424.9 | 1334.9 | 67 | 229.3 | 1 | 11.2 |
| Base pressure check | |
| Dia of well at the base | 7.45 m |
| Area of well at base A | 43.59 m^2 |
| Section modulus of well at baZ | 40.59 m^3 |
| Actual tilt in longitudinal direction | 1 in 36.5 |
| Actual tilt inn transverse direction | 1 in 35.6 |
| Actual shift at bottom in long direction | -0.06 |
| Actual shift at bottom in tran direction | 0.108 m |
| Well cap shift in long. Direction from bottom | 0.34 |
| Well cap shift in tran. Direction from bottom | 0.433 |
| Gross SBC (LEL) | 80 t/m^3 |
| Basic Combination | |||||||||||||
| Both Span present (LWL, Low Water Level Case) | |||||||||||||
| Maximum Reaction Case P | |||||||||||||
| Load Item | Partial Factor of safety | Unfactored Forces | Factored Forces | ||||||||||
| 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 (superstructure) | 1.35 | 1184 | 1184 | 0 | 0 | 0 | 0 | 1598 | 1598 | 0 | 0 | 0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 170.5 | 170.5 | 0 | 0 | 0 | 0 | 230.2 | 230.2 | 0 | 0 | 0 | 0 |
| SIDL (w/c) | 1.75 | 75.36 | 75.36 | 0 | 0 | 0 | 0 | 131.9 | 131.9 | 0 | 0 | 0 | 0 |
| LL1 (Leading) | 1.5 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0 | 177.5 | 177.5 | 813 | 384 | 17 | 0 |
| LL1 (Accompanying) | 1.15 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0 | 136.1 | 136.1 | 623 | 295 | 13 | 0 |
| Thermal Load (Accompanying) | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| Sustructure Weight | 1.35 | 173 | 173 | 0 | 0 | 0 | 0 | 233.5 | 233.5 | 0 | 0 | 0 | 0 |
| Weight of soil on footing | 1.35 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| Weight of footing | 1.35 | 492 | 492 | 0 | 0 | 0 | 0 | 664.2 | 664.2 | 0 | 0 | 0 | 0 |
| Wind Load (Leading) | 1.5 | 90 | -90 | 9.6 | 248.6 | 1.7 | 16 | 135 | -135 | 14.5 | 373 | 2.6 | 24.521 |
| Wind Load (Accompanying) | 0.9 | 90 | -90 | 9.6 | 248.6 | 1.7 | 16 | 81 | -81 | 8.7 | 224 | 1.5 | 14.712 |
| Total | LL Leading | 3171 | 2901 | 828 | 757 | 20 | 24.5 | ||||||
| LL Accompanying | 3075 | 2913 | 632 | 519 | 15 | 14.7 | |||||||
| Maximum Longitudinal Movement Case (ML) | |||||||||||||
| Load Item | Partial Safety Factor |
Unfactored Forces | Factored Forces | ||||||||||
| 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 (superstructure) | 1.35 | 1184.0 | 1184.0 | 0.0 | 0.0 | 0.0 | 0.0 | 1598.4 | 1598.4 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 170.5 | 170.5 | 0.0 | 0.0 | 0.0 | 0.0 | 230.2 | 230.2 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (w/c) | 1.75 | 75.4 | 75.4 | 0.0 | 0.0 | 0.0 | 0.0 | 131.9 | 131.9 | 0.0 | 0.0 | 0.0 | 0 |
| LL2 (Leading) | 1.5 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0.0 | 177.5 | 177.5 | 813.2 | 384.4 | 17.1 | 0 |
| LL2 (Accompanying) | 1.15 | 118.3 | 118.3 | 542.1 | 256.3 | 11.4 | 0.0 | 136.1 | 136.1 | 623.4 | 294.7 | 13.1 | 0 |
| Thermal Load (Accompanying) | 0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Sustructure Weight | 1.35 | 173.0 | 173.0 | 0.0 | 0.0 | 0.0 | 0.0 | 233.5 | 233.5 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of soil on footing | 1.35 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of footing | 1.35 | 492.0 | 492.0 | 0.0 | 0.0 | 0.0 | 0.0 | 664.2 | 664.2 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Leading) | 1.5 | 90.0 | -90.0 | 9.6 | 248.6 | 1.7 | 16.35 | 135.0 | -135.0 | 14.5 | 372.9 | 2.6 | 24.5205 |
| Wind Load (Accompanying) | 0.9 | 90.0 | -90.0 | 9.6 | 248.6 | 1.7 | 16.35 | 81.0 | -81.0 | 8.7 | 223.8 | 1.5 | 14.7123 |
| Total | LL Leading | 3170.7 | 2900.7 | 827.6 | 757.3 | 19.7 | 24.5 | ||||||
| LL Accompanying | 3075.2 | 2913.2 | 632.1 | 518.5 | 14.6 | 14.7 | |||||||
| Maximum Transverse Movement Case (MT) | |||||||||||||
| Load Item | Partial Safety Factor |
Unfactored Forces | Factored Forces | ||||||||||
| 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 (superstructure) | 1.35 | 1184.00 | 1184.00 | 0.00 | 0.00 | 0.00 | 0.00 | 1598.4 | 1598.4 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 170.50 | 170.50 | 0.00 | 0.00 | 0.00 | 0.00 | 230.2 | 230.2 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (w/c) | 1.75 | 75.36 | 75.36 | 0.00 | 0.00 | 0.00 | 0.00 | 131.9 | 131.9 | 0.0 | 0.0 | 0.0 | 0 |
| LL3 (Leading) | 1.5 | 81.99 | 81.99 | 438.78 | 385.78 | 10.00 | 0.00 | 123.0 | 123.0 | 658.2 | 578.7 | 15.0 | 0 |
| LL3 (Accompanying) | 1.15 | 81.99 | 81.99 | 438.78 | 385.78 | 10.00 | 0.00 | 94.3 | 94.3 | 504.6 | 443.7 | 11.5 | 0 |
| Thermal Load (Accompanying) | 0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Sustructure Weight | 1.35 | 172.98 | 172.98 | 0.00 | 0.00 | 0.00 | 0.00 | 233.5 | 233.5 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of soil on footing | 1.35 | 0.0 | 0.0 | 0.0 | 0.00 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of footing | 1.35 | 492.00 | 492.00 | 0.00 | 0.00 | 0.00 | 0.00 | 664.2 | 664.2 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Leading) | 1.5 | 90.0 | -90.0 | 9.6 | 248.61 | 1.7 | 16.3 | 135.0 | -135.0 | 14.5 | 372.9 | 2.6 | 24.5205 |
| Wind Load (Accompanying) | 0.9 | 90.0 | -90.0 | 9.6 | 248.61 | 1.7 | 16.3 | 81.0 | -81.0 | 8.7 | 223.8 | 1.5 | 14.7123 |
| Total | LL Leading | 3116.2 | 2846.2 | 672.6 | 951.6 | 17.6 | 24.5 | ||||||
| LL Accompanying | 3033.5 | 2871.5 | 513.3 | 667.4 | 13.0 | 14.7 | |||||||
| One Span Dislodged Condition | |||||||||||||
| Maximum Transverse Movement Case (MT) | |||||||||||||
| Load Item | Partial Safety Factor |
Unfactored Forces | Factored Forces | ||||||||||
| 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 (superstructure) | 1.35 | 592.0 | 592.0 | 49.8 | 0.0 | 0.0 | 0.0 | 799.2 | 799.2 | 67.2 | 0.0 | 0.0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 85.3 | 85.3 | 6.7 | 0.0 | 0.0 | 0.0 | 115.1 | 115.1 | 9.0 | 0.0 | 0.0 | 0 |
| SIDL (w/c) | 1.75 | 37.7 | 37.7 | 5.7 | 0.0 | 0.0 | 0.0 | 65.9 | 65.9 | 10.0 | 0.0 | 0.0 | 0 |
| LL3 (Leading) | 1.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| LL3 (Accompanying) | 1.15 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Thermal Load (Accompanying) | 0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Sustructure Weight | 1.35 | 173.0 | 173.0 | 0.0 | 0.0 | 0.0 | 0.0 | 233.5 | 233.5 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of soil on footing | 1.35 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of footing | 1.35 | 492.0 | 492.0 | 0.0 | 0.0 | 0.0 | 0.0 | 664.2 | 664.2 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Leading) | 1.5 | 45.0 | -45.0 | 4.8 | 229.3 | 0.9 | 12.95 | 67.5 | -67.5 | 7.2 | 344.0 | 1.3 | 19.4205 |
| Wind Load (Accompanying) | 0.9 | 45.0 | -45.0 | 4.8 | 229.3 | 0.9 | 12.95 | 40.5 | -40.5 | 4.3 | 206.4 | 0.8 | 11.6523 |
| Total | LL Leading | 1945.5 | 1810.5 | 93.5 | 344.0 | 1.3 | 19.4 | ||||||
| LL Accompanying | 1918.5 | 1837.5 | 90.6 | 206.4 | 0.8 | 11.7 | |||||||
Force Summary:-
| Both Span present condition (LWL Case) | ||||||||
| Load Case No. | Live Load | LL | Pmax | Pmin | ML | MT | HL | HT |
| Case | Leading / Accomp | |||||||
| t | t | t-m | t-m | t | t | |||
| (C-1)1 | LL 1 Case | LL Leading | 3170.7 | 2900.7 | 827.6 | 757.3 | 19.7 | 24.5 |
| (C-1)2 | LL Accompanying | 3075.2 | 2913.2 | 632.1 | 518.5 | 14.6 | 14.7 | |
| (C-1)3 | LL 2 Case | LL Leading | 3170.7 | 2900.7 | 827.6 | 757.3 | 19.7 | 24.5 |
| (C-1)4 | LL Accompanying | 3075.2 | 2913.2 | 632.1 | 518.5 | 14.6 | 14.7 | |
| (C-1)5 | LL 3 Case | LL Leading | 3116.2 | 2846.2 | 672.6 | 951.6 | 17.6 | 24.5 |
| (C-1)6 | LL Accompanying | 3033.5 | 2871.5 | 513.3 | 667.4 | 13 | 14.7 | |
| One Span Dislodge condition (LWL Case) | ||||||||
| Load Case No. | LL | Pmax | Pmin | ML | MT | HL | HT | |
| Leading / Accomp | ||||||||
| t | t | t-m | t-m | t | t | |||
| (C - 1) 7 | LL Leading | 1945.5 | 1810.5 | 93.5 | 344 | 1.3 | 19.4 | |
| (C - 1) 8 | LL Accompanying | 1918.5 | 1837.5 | 90.6 | 206.4 | 0.8 | 11.7 | |
| Steining Check | |
| Dia of well at the base | 7.45 m |
| Area of well at base A | 43.59 m^2 |
| Section modulus of well at baZ | 40.59 m^3 |
| Actual tilt in longitudinal direction | 1 in 36.5 |
| Actual tilt inn transverse direction | 1 in 35.6 |
| Actual shift at bottom in long direction | -0.06 |
| Actual shift at bottom in tran direction | 0.108 m |
| Well cap shift in long. Direction from bottom | 0.34 |
| Well cap shift in tran. Direction from bottom | 0.433 |
| LWL without scour | |
| Gross SBC (LEL) | 80 t/m^3 |
| Load case No. | Pmax | Pmin | ML | MT | HL | HT | ML due to tilt & shift | MT due to tilt and shift | M | Moment due to passive resistance | Moment due to active resisttance | Net moment | P/A+M/Z | P/A-M/Z | Check |
| t | t | tm | tm | t | t | tm | tm | tm | tm | tm | tm | tm | tm | ||
| N1 | 3170.7 | 2846.2 | 827.6 | 951.6 | 19.7 | 24.5 | 72.73 | 46.335 | 57.73 | 774.8 | 1774 | 10348 | 150.3 |
| Steining is designed as PCC section with minimum 0.12% of steel asCL.708.304 of IRC:78-2014. Capacity of section, stress and crack width is checked for the assumed steining section and following reinforcements. | |||||
| Clear cover | 75 mm | ||||
| Minimum area of vertical reinforcement required | 26662.7 mm^2 | ||||
| Provide | 120 nos | 12 nos. on outer face 12 on inner face | |||
| Area of vertical rein. Provided | 27143.36 mm^2 | ||||
| The minimum stress in steining is 0.94 Mpa (as shown in Annexure-A) for rare combination of loads. | |||||
| Hoop reinforcement shall not be less than 0.04% of the volume/ unit length of the steining | |||||
| Volume of hoop reinforcement | 8887566 mm^3/m | ||||
| Provide 10 mm dia @ 300 mm c/c | |||||
| Length of outer hoop steel | 22493.8 mm | ||||
| Length of inner hoop steel | 15847.96 mm | ||||
| Volume of hoop reinforcement | 10037851 mm^3/m | ||||
| Well Curb Reinforcement | |||||
| Outer dia. Of well | 7.3 m | ||||
| Inner dia. Of well | 5 m | ||||
| Height of well curb | 2.2 m | ||||
| Area of c/s of well curb | 1.53 m^2 | ||||
| Avg. dia of ring | 5.6 m | ||||
| Weight of well curb | 68.15 t | ||||
| Min area of rein. required | 72 kg/m^3 of concrete | IRC78-2014:CL.708.7.3 | |||
| Min required wt of reinfocement | 1962.71 Kg | ||||
| Reinforcement provided | |||||
| Discription | No | Bar Dia Af(m^2) | Dia of ring | Length (m) | Weight (kg) |
| W1, outer ring | 8 | 160 | 7.351 | 23.09 | 291.6 |
| W3, innner top ring | 7 | 120 | 6.267 | 19.69 | 122.35 |
| W2, inner bottom ring | 9 | 160 | 6.233 | 19.58 | 278.16 |
| W5, ring connector | 120 | 160 | 5.5 | 1041.3 | |
| W6, hora connector | 960 | 100 | 0.559 | 330.86 | |
| Total Reinforcement | 2063.4 mm^2 | OK | |||
Reinforcement for RCC well Foundation.