Week 11 Challenge
Aim:- Design the pile foundation in the abutment bridge considering the 28-meter span. Vertical capacity-250 tonne horizontal capacity - 40 tonnes.
With abutment having backfill
With abutment having RE wall.
Also List different components of pile foundation and calculate steel quantity in pile. Design of pile cap.
Solution:-
Given Data and Assumption.
| Span and Cross section | Unit | ||||||
| 1 | C/c of exp joint | = | 28.00 | m | |||
| 2 | C/c of bearing | = | 27.20 | m | |||
| 3 | Dist. Of bearing to exp joint | = | 0.40 | m | |||
| 4 | Total Deck width | = | 12.00 | m | |||
| 5 | Carriageway width | = | 8.50 | m | |||
| 6 | Footpath width (One Side) | = | 1.50 | m | |||
| 7 | Width of Crashbarrier ( Right Side) | = | 0.50 | m | |||
| 8 | Width of Crashbarrier ( Left Side) | = | 0.50 | m | |||
| Superstructure Details | |||||||
| 1 | No fo girders | = | 4 | ||||
| 2 | Spacing of girder | = | 3 | m | |||
| 3 | Cantilever on both sides | = | 1.5 | m | |||
| 4 | Depth od superstructure | = | 4.2 | m | |||
| 5 | Wearing coat thickness | = | 0.065 | m | |||
| 6 | Dist. of FRL from bearing of least height | = | 10.9 | m | |||
| 7 | Bearing thickness | = | 0.065 | m | |||
| 8 | Pedestal thickness | = | 0.25 | m | |||
| 9 | Bearing + pedestal thickness | = | 0.315 | m | |||
| Material Use | |||||||
| 1 | Grade of concrete | fck | = M | 35 | |||
| 2 | Design strength of concrete | fcd | 15.63 | ||||
| 3 | Grade of Steel | fyk | = Fe | 500 | |||
| 4 | Design strength of steel | fyd | 434.78 | ||||
| 5 | Density of RC concrete | 2.5 | |||||
| 6 | Density of Wearing coat | 2.2 | |||||
| 7 | Coef. Of thermal expansion of conc. | 1.2 | E-05/ c | ||||
| 8 | Shrinkage strain | 2 | E-04 | ||||
| 9 | Modulus of elasticity of Steel | Es | 200000 | Mpa | |||
| 10 | Modulus of elasticity of Concrete | Ecm | 32000 | Mpa | |||
| 11 | Mean axial tensile strength of concrete | fctm | 2.8 | Mpa | |||
| Level | |||||
| 1 | Height of Substructure | Assumption | = | 6 | m |
| 2 | Finish road Level | FRL | = | 100.000 | |
| 3 | Bearing Level | BRL | = | 97.300 | |
| 4 | Pier Cap Top level | CTL | = | 97.235 | |
| 5 | Pier Cap Bottom level | CBL | = | 96.235 | |
| 6 | Ground Level | GL | = | 93.500 | |
| 7 | High Flood Level | HFL | = | 95.900 | |
| Dimension of the abutment | ||||
| 1 | Length of abutment at top | = | 1.6 | m |
| 2 | Length of abutment at bottom | = | 0.8 | m |
| 3 | Width of abutment | = | 12 | m |
| 4 | Width of median wall | = | 3.5 | m |
| 5 | Stem thickness | = | 1 | m |
| 6 | Dirtwall thickness | = | 0.3 | m |
| 7 | Depth of abutment cap (varying) | = | 0.3 | m |
| 8 | Depth of abutment cap (uniform) | = | 0.3 | m |
| 9 | Return wall thickness | = | 0.5 | m |
| Soil Data | |||||
| Coefficient Of Friction | = | 0.5 | |||
| Density of soil | = | 2 | t/m3 | ||
| Submerged Density of soil | = | 1 | t/m3 | ||
| Type of founding strata | = | Sand | |||
| Type of soil | = | Medium soil | |||
| Location | Dia (mm) | Length Below Pile Cap bottom (M) |
Allowable Comp (t) |
Allowable (Uplit) |
|
| P22 , P23 | 12000 | 30 | 250 | 222 |
| Load Data | ||||
| Dead Load | ||||
| Total weight of superstructure | = | 560 | t | |
| Tansverse eccentricty of DL from c/l of abutment | = | 0.00 | m | |
| SIDL | ||||
| Load Intensity due to wearing course | = | 0.22 | t/m2 | |
| Self weight of crash barrier | = | 0.85 | t/m | |
| FPLL | ||||
| Maximum intensity of footpath live load | = | 500.00 | kg/m2 |
Load Calculation.
Dead Load
| Load On superstructure | |||
| Dead Load of Superstructure | |||
| Total weight of superstructure | = | 560.000 | t |
| Reaction | = | 280.000 | t |
| Total reaction on abutment | = | 280.000 | t |
| Distance betwwen bearing & CL of abutment shaft | = | 0 | m |
| Longitudinal movement | = | 0 | t-m |
| Transverse eccentricity of Dl from C/l of abutment | = | 0 | m |
| Transverse Movement | = | 0 | t-m |
| SIDL (Excluding wearing course) | |||
| Crash barrier weight | = | 85 | t |
| Railing weight | = | 0 | t |
| Foothpath / service weight | = | 0 | t |
| Total reaction on abutment | = | 42.5 | t |
| SIDL ( Wearing course) | |||
| Load intensity due to wearing course | = | 0.22 | t |
| DL of wearing course | = | 40 | t |
| Total reaction on abutment | = | 20 | t |
Summary Force
| At Bearing Level | |||||||
| Load Item | P | Load (Min) | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | ||
| Dead Load | 280 | 280 | 0 | 0 | 0 | 0 | |
| SIDL ( Excluding wearing coat) | 42.5 | 42.5 | 0 | 0 | 0 | 0 | |
| SIDL ( wearing coat) | 20 | 20 | 0 | 0 | 0 | 0 | |
| At Abutment shaft Level | |||||||
| Load Item | P | Load (Min) | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | ||
| Dead Load | 280 | 280 | 0 | 0 | 0 | 0 | |
| SIDL ( Exclding wearing coat) | 42.5 | 42.5 | 0 | 0 | 0 | 0 | |
| SIDL ( wearing coat) | 20 | 20 | 0 | 0 | 0 | 0 | |
| At Foundation bottom Level | |||||||
| Load Item | P | Load (Min) | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | ||
| Dead Load | 280 | 280 | 0 | 0 | 0 | 0 | |
| SIDL ( Exclding wearing coat) | 42.5 | 42.5 | 0 | 0 | 0 | 0 | |
| SIDL ( wearing coat) | 20 | 20 | 0 | 0 | 0 | 0 | |
| Live Load Calculation | |||||||
| Following Live Load cases are consider | |||||||
| 1. 1 lane 70-R Wheeled | |||||||
| 2. 1 lane Class A | |||||||
| 3. 3 lane Class A | |||||||
| 4. 1 Lane 70R- Wheeled + 1 Lane Class A | |||||||
| Live Load | ||||
| 1 lane 70 R wheeled | ||||
| Live Load reaction' | ||||
| Total live load | = | 100 | t | |
| No of lanes | = | 2 | nos | |
| % reduction in live load | = | 0 | % | reduction |
| impact factor - | = | 1.1 | As per IRC 6 | |
| Total load with imact | = | 110 |
| Live Load reaction | |||
| Ra | = | 90.83 | t |
| Rb | = | 19.16 | t |
| vertical reaction on the abutment | = | 90.83 | t | |
| Breaking force | = | 22 | t | 20 % of Ra |
| Total horizontal force at abutment | = | 11 | t | Fh/2 |
| Breaking Type | = | POT CUM PTFE | ||
| Transverse eccentricity | = | 3.005 | m | |
| Transverse movement | = | 272.94415 | t-m | |
| 1 lane Class A | ||||
| Live Load reaction' | ||||
| Total live load | = | 55.4 | t | |
| No of lanes | = | 2 | nos | |
| % reduction in live load | = | 0 | % | reduction |
| impact factor - | = | 1.1 | As per IRC 6 | |
| Total load with imact | = | 60.94 |
| Live Load reaction | ||||
| Ra | = | 37.70 | t | |
| Rb | = | 17.70 | t |
| vertical reaction on the abutment | = | 37.70 | t | |
| Breaking force | = | 11.08 | t | 20 % of Ra |
| Total horizontal force at abutment | = | 5.54 | t | Fh/2 |
| Breaking Type | = | POT CUM PTFE | ||
| Transverse eccentricity | = | 6.35 | m | |
| Transverse movement | = | 239.385335 | t-m | |
| 3 lane Class A | ||||
| Live Load reaction | ||||
| Ra | = | 101.79 | t | |
| Rb | = | 47.79 | t |
| vertical reaction on the abutment | = | 101.79 | t | |
| Breaking force | = | 11.08 | t | 20 % of Ra |
| Total horizontal force at abutment | = | 5.54 | t | Fh/2 |
| Breaking Type | = | POT CUM PTFE | ||
| Transverse eccentricity | = | 1.55 | m | |
| Transverse movement | = | 157.76813 | t-m | |
| 1 lane 70 R- Wheeled + 1 lane Class A | ||||
| Live Load reaction | ||||
| Ra | = | 115.68 | t | |
| Rb | = | 33.17 | t |
| vertical reaction on the abutment | = | 115.68 | t | |
| Breaking force | = | 11.08 | t | 20 % of Ra |
| Total horizontal force at abutment | = | 5.54 | t | Fh/2 |
| Breaking Type | = | POT CUM PTFE | ||
| Transverse eccentricity | = | 1.055 | m | |
| Transverse movement | = | 122.039235 | t-m | |
Summary Force
| Load Item | P | Load (Min) | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | ||
| 1 lane 70 R Wheeled | 90.83 | 19.16 | 90.83 | 272.95 | 11.00 | 0.00 | |
| 1 Lane Class A | 37.70 | 17.70 | 37.70 | 339.38 | 5.54 | 0.00 | |
| 3 Lane Class A | 101.79 | 47.19 | 101.79 | 157.77 | 5.54 | 0.00 | |
| Class 70R + 1 lane class A | 115.68 | 33.17 | 115.68 | 122.03 | 11.30 | 0.00 | |
| Force at pile cap bottom level | |||||||
| Load Item | P | Load (Min) | ML | MT | HL | HT | |
| t | t | t-m | t-m | t-m | t-m | ||
| LL1 - Maximun Reaction | 115.68 | 33.17 | 114.07 | 122.03 | 11.30 | 0.00 | |
| LL2 - Maximun Moment | 37.70 | 17.70 | 48.32 | 339.38 | 5.54 | 0.00 | |
Earth Pressure Load Calculation
| Horizontal force due to earth pressure on abutment acts in L-L direction | |||||
| Width of abutment (Skew) | b | = | 12 | m | |
| Horizontal Earth Pressure Coefficient | Kah | = | 0.279 | ||
| Horizontal Earth Pressure Coefficient | Kav | = | 0.102 | ||
| Earth pressure | |||||
| Normal Case -LWL | |||||
| Foundation Bottom Level | |||||
| H | = | Dirtwall top level - Founding level | |||
| = | 10.5 | ||||
| Horizontal force in long. Dirn. | = | 0.5*kah*γ*H2*b | |||
| = | 372.64 | ||||
| Lever arm from foundation bottom | = | 0.42*H | |||
| = | 4.41 | ||||
| ML | = | 1643.3424 | |||
| Abutment portion | |||||
| Vertical Force | = | 136.24 | |||
| Liver arm from toe | = | 6.5 | |||
| ML | = | 885.56 | |||
| Summary of forces at Foundation bottom level | |||||
| Normal Case | |||||
| p | HL | ML due to HL | ML due to P | ||
| t | t | t-m | t-m | ||
| LWL | 136.24 | 372.64 | 1643.3424 | 885.56 | |
| Live Load Surcharge | |||||
| Normal Case: Abutment portion | |||||
| Foundation Bottom Level | |||||
| H | = | Dirtwall top level - Founding level | |||
| = | 10.5 | ||||
| Horizontal force | = | kah*γ*1.2*H*b | |||
| = | 84.37 | ||||
| Lever arm | = | H/2 | |||
| = | 5.25 | ||||
| ML | = | 442.9425 | |||
| p | HL | ML due to HL | |||
| t | t | t-m | |||
| LWL | 0 | 84.37 | 442.9425 | ||
Force on Abutment and Foundation
| Width of abutment | b | = | 12 | m |
| Return Wall is on | one side | = | ||
| Horizontal distance of CG of abutment shaft from vertical face | = | 0.5 | m |
| Substructure | |||
| Abutment | |||
| Length ( Longitudinal ) | = | 12 | m |
| Length ( Transverse ) | = | 1.6 | m |
| Height | = | 0.3 | m |
| Volume | = | 5.76 | m3 |
| Weight | = | 14.4 | t |
| Trapezoidal Part | |||
| Top Length | = | 12.5 | m |
| Bottom Length | = | 12.5 | m |
| Top width | = | 1.6 | m |
| Bottom width | = | 0.8 | m |
| Height | = | 0.3 | m |
| Volume | = | 4.5 | m3 |
| Weight | = | 11.25 | t |
| Total weight of pier cap | = | 25.65 | t |
| Abutment Shaft | |||
| Length ( Longitudinal ) | = | 12.5 | m |
| Length ( Transverse ) | = | 0.8 | m |
| Height | = | 6 | m |
| Volume | = | 60 | m3 |
| Weight | = | 150 | t |
| Dirt Wall Bracket | ||||
| Weight | = | 4.05 | t | |
| Horizontal Lever Arm from bearing c/l | = | 0.953 | m | |
| Dirt Wall | ||||
| Weight | = | 28.59 | t | |
| Horizontal Lever Arm from bearing c/l | = | 0.67 | m | |
| Abutment Cap | ||||
| Weight | = | 25.65 | t | |
| Horizontal Lever Arm from bearing c/l | = | 0 | m | |
| Abutment Shaft | ||||
| Weight | = | 150 | t | |
| Horizontal Lever Arm from bearing c/l | = | 0 | m | |
| Summary Force | ||||
| Description | Weight | Lever arm | ML | |
| t | m | tm | ||
| Abutment shaft | 150.00 | 0.95 | 142.95 | |
| Abutment cap | 25.65 | 0.67 | 17.19 | |
| Drit wall bracket | 28.59 | 0.00 | 0.00 | |
| Drit wall | 4.05 | 0.00 | 0.00 | |
| Total | 208.29 | 1.62 | 160.14 |
| Calculation for Backfill Weight | |||
| Width of backfill in transverse direction | = | 11.5 | m |
| Portion a | |||
| Weight | = | 993.82 | t |
| Hor.Lever Arm from toe in L-L dirn. | = | 5.26 | t-m |
| Portion b | |||
| Weight | = | 52.6 | t |
| Hor.Lever Arm from toe in L-L dirn. | = | 2.86 | t-m |
| Portion c | |||
| Weight | = | 1.1 | t |
| Hor.Lever Arm from toe in L-L dirn. | = | 2.91 | t-m |
| Portion d | |||
| Weight | = | 38.64 | t |
| Hor.Lever Arm from toe in L-L dirn. | = | 5.9 | t-m |
| Force Summary | |||
| Portion | Weight | Leaver arm | ML |
| t | m | t-m | |
| a | 993.82 | 5.26 | 5227.4932 |
| b | 52.6 | 2.86 | 150.436 |
| c | 1.1 | 2.91 | 3.201 |
| d | 38.64 | 5.9 | 227.976 |
| Total | 1086.16 | 16.93 | 5609.1062 |
LOAD COMBINATION ( LIMIT STATE )
Maximum Reaction Case ( With Earth Pressure Load )
| Loads | P MAX | P MIN | ML | MT | HL | HT |
| Dead load | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 1 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 2 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| LL1 | 115.68 | 115.68 | 114.07 | 122.03 | 11.30 | 0.00 |
| Earth pressure | 136.24 | 136.24 | 1643.35 | 339.38 | 5.54 | 0.00 |
| Live load surcharge | 0.00 | 0.00 | 442.95 | 885.56 | 0.00 | 0.00 |
| Weight of Substructure | 208.29 | 208.29 | 160.14 | 0.00 | 0.00 | 0.00 |
| Weight of Pile Foundation | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 |
| Total | 1001.05 | 1001.05 | 2360.5055 | 1346.97 | 16.84 | 0.00 |
Maximum Reaction Case ( Without Earth Pressure Load )
| Loads | P MAX | P MIN | ML | MT | HL | HT |
| Dead load | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 1 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 2 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| LL1 | 115.68 | 115.68 | 114.07 | 122.03 | 11.30 | 0.00 |
| Earth pressure | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| Live load surcharge | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| Weight of Substructure | 208.29 | 208.29 | t-m | 0.00 | 0.00 | 0.00 |
| Weight of Pile Foundation | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 |
| Total | 864.81 | 864.81 | 114.07 | 122.03 | 11.3 | 0.00 |
Maximum Transverse Moment case ( With Earth pressure Load )
| Loads | P MAX | P MIN | ML | MT | HL | HT |
| Dead load | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 1 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 2 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| LL2 | 37.70 | 17.70 | 48.32 | 339.38 | 5.54 | 0.00 |
| Earth pressure | 136.24 | 136.24 | 1643.35 | 339.38 | 5.54 | 0.00 |
| Live load surcharge | 0.00 | 0.00 | 442.95 | 885.56 | 0.00 | 0.00 |
| Weight of Substructure | 208.29 | 208.29 | 0.00 | 0.00 | 0.00 | 0.00 |
| Weight of Pile Foundation | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 |
| Total | 923.07 | 903.07 | 2134.62 | 1564.32 | 11.08 | 0.00 |
Maximum Transverse Moment case ( Without Earth Pressure Load )
| Loads | P MAX | P MIN | ML | MT | HL | HT |
| Dead load | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 1 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 |
| SIDL 2 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| LL2 | 37.70 | 17.70 | 48.32 | 339.38 | 5.54 | 0.00 |
| Earth pressure | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| Live load surcharge | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 | 0.00 |
| Weight of Substructure | 208.29 | 208.29 | 0.17 | 0.00 | 0.00 | 0.00 |
| Weight of Pile Foundation | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 |
| Total | 786.83 | 766.83 | 48.4946 | 339.38 | 5.54 | 0.00 |
Combination of load design of foundation
| Maximum Reaction Case P | |||||||||||||
| 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 | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 | 378.0 | 378.0 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 | 57.4 | 57.4 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (w/c) | 1.75 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 | 35.0 | 35.0 | 0.0 | 0.0 | 0.0 | 0 |
| LL1 (Leading) | 1.5 | 115.68 | 115.68 | 114.07 | 122.03 | 11.30 | 0.00 | 173.5 | 173.5 | 171.1 | 183.0 | 17.0 | 0 |
| LL1 (Accompanying) | 1.15 | 115.68 | 115.68 | 114.07 | 122.03 | 11.30 | 0.00 | 133.0 | 133.0 | 131.2 | 140.3 | 13.0 | 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 | 208.29 | 208.29 | 0.00 | 0.00 | 0.00 | 0.00 | 281.2 | 281.2 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of soil on footing | 1.35 | 1086.0 | 1086.0 | 0.0 | 0.00 | 16.9 | 0.0 | 1466.1 | 1466.1 | 0.0 | 0.0 | 22.9 | 0 |
| Weight of footing | 1.35 | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 | 267.8 | 267.8 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Leading) | 1.5 | 0.0 | 0.0 | 0.0 | 0.00 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Accompanying) | 0.9 | 0.0 | 0.0 | 0.0 | 0.00 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Total | LL Leading | 2658.9 | 2658.9 | 171.1 | 183.0 | 39.8 | 0.0 | ||||||
| LL Accompanying | 2618.5 | 2618.5 | 131.2 | 140.3 | 35.9 | 0.0 | |||||||
| 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 | 280.00 | 280.00 | 0.00 | 0.00 | 0.00 | 0.00 | 378.0 | 378.0 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (Excluding W/C) | 1.35 | 42.50 | 42.50 | 0.00 | 0.00 | 0.00 | 0.00 | 57.4 | 57.4 | 0.0 | 0.0 | 0.0 | 0 |
| SIDL (w/c) | 1.75 | 20.00 | 20.00 | 0.00 | 0.00 | 0.00 | 0.00 | 35.0 | 35.0 | 0.0 | 0.0 | 0.0 | 0 |
| LL3 (Leading) | 1.5 | 37.70 | 37.70 | 48.32 | 339.38 | 5.54 | 0.00 | 56.6 | 56.6 | 72.5 | 509.1 | 8.3 | 0 |
| LL3 (Accompanying) | 1.15 | 37.70 | 37.70 | 48.32 | 339.38 | 5.54 | 0.00 | 43.4 | 43.4 | 55.6 | 390.3 | 6.4 | 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 | 208.29 | 208.29 | 0.00 | 0.00 | 0.00 | 0.00 | 281.2 | 281.2 | 0.0 | 0.0 | 0.0 | 0 |
| Weight of soil on footing | 1.35 | 1086.0 | 1086.0 | 0.0 | 0.00 | 16.9 | 0.0 | 1466.1 | 1466.1 | 0.0 | 0.0 | 22.9 | 0 |
| Weight of footing | 1.35 | 198.34 | 198.34 | 0.00 | 0.00 | 0.00 | 0.00 | 267.8 | 267.8 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Leading) | 1.5 | 0.0 | 0.0 | 0.0 | 0.00 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Wind Load (Accompanying) | 0.9 | 0.0 | 0.0 | 0.0 | 0.00 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 |
| Total | LL Leading | 2542.0 | 2542.0 | 72.5 | 509.1 | 31.2 | 0.0 | ||||||
| LL Accompanying | 2528.8 | 2528.8 | 55.6 | 390.3 | 29.2 | 0.0 | |||||||
| SUMMARY OF LOAD CASES FOR BASIC COMNINATION (LWL CASE) |
| Load Case No. | Live Load Case |
LL Leading / Accomp |
Pmax | Pmin | ML | MT | HL | HT |
| t | t | t-m | t-m | t | t | |||
| (C-1)1 | LL 1 Case | LL Leading | 2658.9 | 2658.9 | 171.1 | 183.0 | 39.8 | 0.0 |
| (C-1)2 | LL Accompanying | 2618.5 | 2618.5 | 131.2 | 140.3 | 35.9 | 0.0 | |
| (C-1)3 | LL 2 Case | LL Leading | 2542.0 | 2542.0 | 72.5 | 509.1 | 31.2 | 0.0 |
| (C-1)4 | LL Accompanying | 2528.8 | 2528.8 | 55.6 | 309.3 | 29.2 | 0.0 |
| Pile CHECK unfactored | |||
| Total no of piles | = | 8 | Nos |
| Dia of pile | = | 1.2 | m |
| Distance between the p | = | 3.6 | in both direction |
| offset on the both ends | = | 150 | mm |
| 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 |
| Sum (n) | ∑ (xi2) | ∑ (yi2) | |||
| 8 | 25.92 | 129.6 | |||
| Load Case | Forces / Moments | Load on each pile (Pmax) | Horizontal force | ||||||||||||
| Pmax | Pmin | ML | MT | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | HL | HT | Hori Force | |
| t | t | t-m | t-m | t | t | t | t | t | t | t | t | t | t | t | |
| N1 | 2658.95 | 2658.95 | 171.11 | 183.05 | 351.88 | 346.79 | 341.71 | 336.62 | 328.11 | 323.03 | 317.94 | 312.86 | 13.10 | 16.35 | |
| N2 | 2541.98 | 2541.98 | 72.48 | 509.07 | 343.99 | 329.85 | 315.71 | 301.57 | 333.92 | 319.78 | 305.64 | 291.50 | 13.10 | 16.35 | |
| Load on each pile should be calculated in the same way for Pmin also | |||
| Maximum Compression capacity of pile | = | 390 | t |
| Maxiimum uplift allowed | = | -222 | t |
| Normal (pmax) | = | 351 | t |
| Maximum Axial force | = | 291.5 | t |
| Minimum Axial force | = | 259 | t |
| Max horizontal force | = | 95 | t |
| 2.62 | t | ||
| HORIZONTAL CAPACITY OF PILE ( GRANULAR SOIL) | |||
| Pile dia, D | = | 1.2 | m |
| Grade of concrete | = | 35 | M |
| Moment of inertia I | = | 0.101736 | m4 |
| Modulus of deformation | = | 3.20E+04 | Mpa |
| = | |||
| EI | = | 32000000 | |
| Free Length of pile "e" | |||
| Pilecap bottom lvl-Liquefication lvl | = | 3.572 | m |
| e or L1 | = | ||
| Calculation of length of fixiy (Lf) | |||
| N | = | 60 | Blows |
| ɳh | = | 8571 | kN/m3 |
| T | = | 3.28E+00 | m |
| e/T | = | 1.09 | |
| zf/T | = | 1.88 | |
| zf | = | 6.16 | m |
| Max. deflection (Y) = | = | 0.012 | |
| Horizontal pile capacity | = | 509.9250432 | t |
| Q | = | 50.95 | t |
| Say | = | 50 | t |
| MAXIMUM MOMENT IN PILE | ||||
| Fix End Moment in pile is given by | ||||
| MF = Q ( L1 + Lf)/2 | ||||
| Therefore, | ||||
| M | = | Maximum Moment in Pile | ||
| M | = | m * Q ( L1 + Lf ) /2 | ||
| = | 0.6 * Q * (3.572 +6.16 )/2 | |||
| = | 2.92 *Q | |||
| Therefore Maximum Moment in pile | = | 2.92 *Q | ||
| Circular Pile Moment Capacity checks (ULS) case |
| Radius of circle | = | 0.6 | m | |
| Cover | = | 0.075 | m | |
| No of bar | = | 24 | Nos | |
| Diameter of bars | = | 0.025 | m | |
| Area of reinforcement | = | 0.012 | m2 | |
| Grade of Concrete | = | 35 | M | |
| Ym | = | 1.5 | ||
| Grade of Steel | = | 500 | Fe | |
| Ym | = | 1.15 | ||
| Area of pile | = | 1.1304 | m2 | |
| Area of Steel | = | 0.012 | m2 | |
| % Steel | = | 1.0417 | % | |
| Puz | = | 22791.48522 | kN | |
| Level of pile cap Bottom ( founding Level ) | ||||
| Level of pile fixity considered for design | = | 26.584 | m | |
| Depth of fixiy from bottom | = | 20.272 | m | |
| Max Lateral force at piercap bottom | = | 36.37 | kN | |
| Max moment in pile | = | 106 | kN-m | |
| Check for critical loads case | ||||
| L/C | P | M | Mu | Satus |
| kN | kN-m | kN-m | ||
| Pmax | 3499 | 106 | 3487 | OK |
| Pmin | 898 | 106 | 1875 | OK |
Que ) Component of pile foundation and Calculate Steel quantity in Kg /cums and detailing in pile foundation.
1. Componenet in Pile foundation
- Pile Shaft (PIles)
- Pile Cap
2. Calculating steel quantity.
Assumption Data,
- Diameter of bar = 25. m
- Lenght of pile = 20 M
- No of Bar = 24 nos
The formula is :
Weight of Steel Bar = [D2 L / 162.28]
=`(25xx25xx20)/162.8`
= 76.79 Kg for single bar.
For 24 nos of bar = 24 x 76.79
= 1842.75 kg. Total
3. Detailing in pile foundation.
