Aim
To design pile foundation of a RCC slab bridge having dimensions “15” m span and “5” m height at abutment and width = 12 meters and having vertical capacity as 300 tonnes and horizontal capacity as 40 tonnes per pile. Also, to design the pile cap and its reinforcement.
Size also to be fixed as per design.
M35 concrete and Fe500 steel.
Scour at abutment 4 meters.
Soil density=20 kn/m3 k=0.33 (active)
1000 mm slab can be assumed for 15 m span (For self weight reactions).
Solution
| BASIC DESIGN DATA |
|
|
|
| |
|
|
|
|
| Span and Cross section |
|
|
Unit |
| |
|
|
|
|
| 1 |
C/c of exp joint |
= |
15 |
m |
| 2 |
C/c of bearing |
= |
14 |
m |
| 3 |
Dist. Of bearing to exp joint |
= |
0.5 |
m |
| 4 |
Total Deck width |
= |
12 |
m |
| 5 |
Carriage width |
= |
8.5 |
m |
| 6 |
Footpath width (One Side) |
= |
1.5 |
m |
| 7 |
Width of Crashbarrier |
= |
1 |
m |
| 8 |
Width if median |
= |
1 |
m |
| Superstructure Details |
|
|
|
| |
|
|
|
|
| 1 |
No of slab |
= |
1 |
Nos |
| 2 |
Cantilever on both sides |
= |
0 |
m |
| 3 |
Depth od superstructure |
= |
2.1 |
m |
| 4 |
Wearing coat thickness |
= |
0.065 |
m |
| 5 |
Bearing thickness |
= |
0.15 |
m |
| 6 |
Pedestal thickness |
= |
0.25 |
m |
| 7 |
Bearing + pedestal thckness |
= |
0.40 |
m |
| 8 |
Type of superstructure |
= |
RCC Slab bridge |
|
| Level |
|
|
|
|
| |
|
|
|
|
|
| 1 |
Height of Substructure |
Assumption |
= |
5 |
m |
| 2 |
Finish road Level |
FRL |
= |
100.000 |
m |
| 3 |
Bearing Level |
BRL |
= |
97.300 |
m |
| 4 |
Abutment Cap Top level |
CTL |
= |
97.235 |
m |
| 5 |
Abutment Cap Bottom level |
CBL |
= |
96.235 |
m |
| 6 |
Ground Level |
GL |
= |
93.500 |
m |
| 7 |
High Flood Level |
HFL |
= |
95.900 |
m |
| 8 |
Pile Cap top Level |
|
= |
88.500 |
m |
| 9 |
Pile Cap Bottom level |
|
= |
86.500 |
m |
| 10 |
Pile bottom level |
|
= |
66.500 |
m |
| 11 |
Clear Cover for Pile foundation |
|
= |
75 |
mm |
| Material Data |
|
|
|
|
|
| |
|
|
|
|
|
| For Abutment cap, Abutment & Pile |
|
|
|
|
|
| Grade of concrete |
fck |
= |
M |
35 |
|
| Design strength of concrete |
fcd |
|
|
15.63 |
Mpa |
| |
|
|
|
|
|
Modulus of Elasticity of steel
|
Es |
= |
|
210000 |
|
| Modulus of Elasticity of concrete |
Ec |
= |
|
|
|
| Mean tensile strength of concrete |
fctm |
= |
|
2.8 |
|
| |
|
|
|
|
|
| Grade of steel |
fyk |
= |
Fe |
500 |
|
| Design strength of steel |
Fyd |
|
|
434.78 |
Mpa |
| Density of concrete (RCC & PCC) |
Conc_dens |
= |
|
2.5 |
t/m3 |
| Density of weearing course |
|
= |
|
2.2 |
t/m3 |
| Coefficient of Thermal Expansion |
|
= |
|
12000000 |
|
| Shrinkage Strain For Concrete |
|
= |
|
20000 |
|
| Soil Parameters |
|
|
|
| |
|
|
|
|
| 1 |
Angle of shear resistance |
= |
30 |
|
| 2 |
Density of dry backfill |
= |
2 |
t/m3 |
| 3 |
Density of submerged backfill |
= |
1 |
t/m4 |
| 4 |
K (active) |
= |
0.33 |
|
| 5 |
Type of soil |
= |
median |
soil |
| 6 |
Coefficient of friction |
= |
0.5 |
|
| 7 |
Horizontal capacity |
= |
40 |
t |
| Location |
Dia (mm) |
Length Below
Pile Cap bottom
(M) |
Allowable
Comp (t) |
Allowable
(Uplit) |
| P22 , P23 |
12000 |
20 |
300 |
222 |
| 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 medan wall |
= |
3.5 |
m |
| 5 |
Stem thickness |
= |
1 |
m |
| 6 |
Dritwall thickness |
= |
0.3 |
m |
| 7 |
Depth of abutmernt cap varying |
= |
0.3 |
m |
| 8 |
Depth of abutmernt cap uniform |
= |
0.3 |
m |
| 9 |
Return wall thickness |
= |
0.5 |
m |
| Partial Safety Factors |
|
|
| |
|
|
| For Loads |
|
|
| Ultimate Limit State (For Verification Of Structural Strength |
|
|
| Load |
Basic Comb |
Seismic Comb |
| Dead Load |
1.35 |
1.35 |
| SIDL (except surfacing) |
1.35 |
1.35 |
| SIDL (surfacing) |
1.75 |
1.75 |
Live load and associated
loads (Leading) |
1.5 |
0.2 |
Live load and associated
loads (Accompanying) |
1.15 |
0.2 |
| Water Current |
1 |
1 |
| Buoyancy |
0.15 |
0.15 |
| Hydrodynamic Effect |
- |
1 |
| Wind (Leading) |
1.5 |
- |
| Wind (Accompanying) |
0.9 |
- |
Seismic Effect (During
service) |
- |
1.5 |
Seismic Effect (During
construction) |
- |
0.75 |
| Serviceability Limit State |
|
|
| Load |
Rare Comb |
Quasi- permanent Comb |
| Dead Load |
1 |
1 |
| SIDL (except surfacing) |
1 |
1 |
| SIDL (surfacing) |
1.2 |
1 |
Live load and associated
loads (Leading) |
1 |
- |
Live load and associated
loads (Accompanying) |
0.75 |
0 |
| Water Current |
1 |
- |
| Buoyancy |
0.15 |
0.15 |
| Thermal Load (Leading) |
1.0 |
- |
Thermal Load
(Accompanying) |
0.6 |
0.5 |
| Wind (Leading) |
1.0 |
- |
| Wind (Accompanying) |
0.6 |
0 |
| For Material |
|
|
| |
|
|
| Material |
Basic Comb |
Seismic Comb |
| Concrete |
1.5 |
1.5 |
| Reinforcing steel |
1.15 |
1.15 |
| Dead Load of Superstructure |
|
|
|
| DEAD LOAD |
= |
450.000 |
t |
| Reaction |
= |
225.000 |
t |
| |
|
|
|
| Total reaction on abutment |
= |
225.000 |
t |
| Distance betwwen bearing & CL of abutment shaft |
= |
0 |
m |
| Longitudinal movement |
= |
0 |
t-m |
| |
|
|
|
| Transverser ecentricity of Dl from C/l of abutment |
= |
0 |
m |
| Transverser Movement |
= |
0 |
t-m |
| SIDL (Excluding wearing course) |
|
|
|
| |
|
|
|
| Crash barrier weight |
= |
41.25 |
t |
| |
|
|
|
| Railing weight |
= |
0 |
t |
| Foothpath / service weight |
= |
0 |
t |
| Total reaction on abutment |
= |
20.625 |
t |
| SIDL ( Wearing course) |
|
|
|
| Load intensity due to wearing course |
= |
0.22 |
t |
| DL of wearing course |
= |
20 |
t |
| |
|
|
|
| Total reaction on abutment |
= |
10 |
t |
| SUMMARY FORCES |
|
|
|
|
|
| At Bearing Level |
|
|
|
|
|
|
|
| Load Item |
P |
Load (Min) |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| Dead Load |
225.00 |
225.00 |
0 |
0 |
0 |
0 |
| SIDL ( Exclding wearing coat) |
20.625 |
20.625 |
0 |
0 |
0 |
0 |
| SIDL ( wearing coat) |
10 |
10 |
0 |
0 |
0 |
0 |
| At Abutment Bottom Level |
|
|
|
|
|
|
|
| Load Item |
P |
Load (Min) |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| Dead Load |
225.00 |
225.00 |
0 |
0 |
0 |
0 |
| SIDL ( Exclding wearing coat) |
20.625 |
20.625 |
0 |
0 |
0 |
0 |
| SIDL ( wearing coat) |
10 |
10 |
0 |
0 |
0 |
0 |
| At Pile Bottom Level |
|
|
|
|
|
|
|
| Load Item |
P |
Load (Min) |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| Dead Load |
225.00 |
225.00 |
0 |
0 |
0 |
0 |
| SIDL ( Exclding wearing coat) |
20.625 |
20.625 |
0 |
0 |
0 |
0 |
| SIDL ( wearing coat) |
10 |
10 |
0 |
0 |
0 |
0 |
| Live Load |
| |
| Both Span Loaded |
| 1 Lane 70R- Wheeled |
| 1 Lane Class A |
| 3 Lane Class A |
| 1 Lane Class A + 1 lane 70R - Wheeled |
| 1 lane 70 R- Wheeled |
|
|
|
| Live Load reaction' |
|
|
|
| Total live load |
= |
100 |
t |
| No of lanes |
= |
2 |
nos |
| % reduction in live load |
= |
0 |
% |
| impact factor - |
= |
1.21 |
|
| Total load with imact |
= |
121 |
|
| Live Load reaction |
|
|
|
| Ra |
= |
81.04 |
t |
| Rb |
= |
39.96 |
t |
| Vertical Reaction on the abutment |
= |
81.04 |
t |
|
| Breaking force |
= |
24.2 |
t |
20 % of Ra |
| |
|
|
|
|
| Change in reaction due to breaking force |
= |
4.2955 |
t |
|
| |
|
|
|
|
| Maximum Vertical force on abutment |
= |
85.34 |
t |
|
| Minimum Vertical force on abutment |
= |
76.75 |
t |
|
| |
|
|
|
|
| |
|
|
|
|
| Total horizontal force at abutment |
= |
12.1 |
t |
Fh/2 |
| Breaking Type |
= |
POT CUM PTFE |
| Transverse eccentricity |
= |
2.905 |
m |
| Transverse movement |
= |
247.91 |
t-m |
| 1 lane Class A |
|
|
|
|
| Live Load reaction' |
|
|
|
|
| Total live load |
= |
50 |
t |
|
| No of lanes |
= |
2 |
nos |
|
| % reduction in live load |
= |
0 |
% |
reduction |
| impact factor - |
= |
1.21 |
|
As per IRC 6 |
| Total load with imact |
= |
60.5 |
|
|
| Live Load reaction |
|
|
|
|
| Ra |
= |
29.99 |
t |
|
| Rb |
= |
30.51 |
t |
|
| |
|
|
|
|
| Vertical reaction on the abutment |
= |
29.99 |
t |
|
| Breaking force |
= |
12.1 |
t |
20 % of Ra |
| |
|
|
|
|
| Change in reaction due to breaking force |
= |
2.14775 |
t |
|
| |
|
|
|
|
| Maximum Vertical force on abutment |
= |
32.14 |
t |
|
| Minimum Vertical force on abutment |
= |
27.84 |
t |
|
| |
|
|
|
|
| |
|
|
|
|
| Total horizontal force at abutment |
= |
6.05 |
t |
Fh/2 |
| Breaking Type |
= |
POT CUM PTFE |
| Transverse eccentricity |
= |
4.45 |
m |
|
| Transverse movement |
= |
143.02 |
t-m |
|
| 3 Lane Class A |
|
|
|
|
| Live Load reaction |
|
|
|
|
| Rb |
= |
80.97 |
t |
|
| = |
82.38 |
t |
|
| |
|
|
|
|
| vertical reaction on the abutment |
= |
80.97 |
t |
|
| Breaking force |
= |
13.6125 |
t |
20 % of Ra |
| |
|
|
|
|
| Change in reaction due to breaking force |
= |
2.819 |
t |
|
| |
|
|
|
|
| Maximum Vertical force on abutment |
= |
83.79 |
t |
|
| Minimum Vertical force on abutment |
= |
78.16 |
t |
|
| |
|
|
|
|
| |
|
|
|
|
| Total horizontal force at abutment |
= |
6.80625 |
t |
Fh/2 |
| Breaking Type |
= |
POT CUM PTFE |
| Transverse eccentricity |
= |
1.45 |
m |
|
| Transverse movement |
= |
121.50 |
t-m |
|
| 1 Lane 70R - W + 1 lane Class A |
|
|
|
|
| Live Load reaction |
|
|
|
|
| Ra |
= |
99.93 |
t |
|
| Rb |
= |
63.42 |
t |
|
| |
|
|
|
|
| vertical reaction on the abutment |
= |
99.93 |
t |
|
| Breaking force |
= |
24.5025 |
t |
20 % of Ra |
| |
|
|
|
|
| Change in reaction due to breaking force |
= |
4.349 |
t |
|
| |
|
|
|
|
| Maximum Vertical force on abutment |
= |
104.28 |
t |
|
| Minimum Vertical force on abutment |
= |
95.58 |
t |
|
| |
|
|
|
|
| |
|
|
|
|
| Total horizontal force at abutment |
= |
12.25125 |
t |
Fh/2 |
| Breaking Type |
= |
POT CUM PTFE |
| Transverse eccentricity |
= |
4.2 |
m |
|
| Transverse movement |
= |
437.98 |
t-m |
|
| Summary of Load from Superstructure |
|
|
|
|
|
|
| |
|
|
|
|
|
|
| |
|
|
|
|
|
|
| Load Item |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| 1 Lane 70 R - W |
81.0 |
40.0 |
0.0 |
247.9 |
12.1 |
0.0 |
| 1 Lane Class A |
30.0 |
30.5 |
0.0 |
143.0 |
6.1 |
0.0 |
| 3 Lane Class A |
81.0 |
82.4 |
0.0 |
121.5 |
6.8 |
0.0 |
| 1 L 70 R -W + 1 L Class A |
99.93 |
63.43 |
0.00 |
437.98 |
12.3 |
0.0 |
| Force at Pile Cap bottom level |
|
|
|
|
|
|
| Load Case |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| LL 1 |
99.93 |
63.43 |
0.00 |
437.98 |
12.3 |
0.0 |
| LL 2 |
99.93 |
63.43 |
0.00 |
437.98 |
12.3 |
0.0 |
| For 70 R - Wheeled |
|
|
|
| Clear distance |
= |
1.2 |
m |
| Width of Wheeled (transverse to traffic direction) |
= |
0.84 |
m |
| Width of Wheeled (along traffic direction) |
= |
0.86 |
m |
| Total width of vehical |
= |
2.79 |
m |
| Width center to center of wheel |
= |
1.95 |
m |
| For 70 R - Wheeled |
|
|
|
| Impact factor |
|
|
|
| |
|
|
|
| Impact factor = |
10.0 |
% |
1.10 |
| |
|
|
|
| Effective Dispersion Width |
|
|
|
| |
|
|
|
| Dispersion of loads through fills and wearing coat ( at 45degree angle) |
|
| |
|
|
|
| b = tyre width along traffic flow |
= |
0.86 |
m |
| wc = wearing coat |
= |
0.07 |
m |
| d = effective depth of slab |
= |
1.00 |
m |
| s = thickness of soil above box |
= |
0.00 |
m |
| |
|
|
|
| Hence, dispersion width |
= |
2.99 |
m |
| |
|
|
|
| Calculation of effective width |
|
|
|
| |
|
|
|
| k = constant depending on b/lo |
= |
2.335 |
|
| lo = effective span |
= |
15 |
m |
| x = Distance of center fo gravity from nearest support |
= |
7.5 |
m |
| x = Distance of center fo gravity from nearest support |
= |
0.43 |
m |
| b = tyre width across traffic flow |
= |
0.84 |
m |
| wc = wearing coat |
= |
0.065 |
m |
| bt = width of tyre + 2 x thickness of w.c |
= |
0.84 |
m |
| |
|
|
|
| Hence, beff for max movement case |
= |
1.342 |
m |
| Hence, beff for max vertical load case |
= |
2.99 |
m |
| |
|
|
|
| |
|
|
|
| |
|
|
|
| For 70 R - Wheeled |
= |
1000 |
KN |
| Pressureon top slab : |
|
|
|
| (i) Maximum movement case : |
|
|
|
| |
|
|
|
| UDL due to live load |
= |
78.86 |
KN/m2 |
| dispersion length of live load in longitudinal direction |
= |
2.99 |
m |
| transverse dispersion |
= |
4.24 |
m |
| For Class - A |
|
|
|
| Clear distance |
= |
0.15 |
m |
| Width of Wheeled (transverse to traffic direction) |
= |
0.5 |
m |
| Width of Wheeled (along traffic direction) |
= |
0.25 |
m |
| Total width of vehical |
= |
1.8 |
m |
| Width center to center of wheel |
= |
1.3 |
m |
| For Class - A |
|
|
|
| Impact factor |
|
|
|
| |
|
|
|
| Impact factor = |
10.0 |
% |
1.10 |
| |
|
|
|
| Effective Dispersion Width |
|
|
|
| |
|
|
|
| Dispersion of loads through fills and wearing coat ( at 45degree angle) |
|
| |
|
|
|
| b = tyre width along traffic flow |
= |
0.25 |
m |
| wc = wearing coat |
= |
0 |
m |
| d = effective depth of slab |
= |
1 |
m |
| s = thickness of soil above box |
= |
0 |
m |
| |
|
|
|
| Hence, dispersion width |
= |
2.25 |
m |
| |
|
|
|
| Calculation of effective width |
|
|
|
| |
|
|
|
| k = constant depending on b/lo |
= |
2.34 |
|
| lo = effective span |
= |
12.00 |
m |
| x = Distance of center fo gravity from nearest support |
= |
6.00 |
m |
| x = Distance of center fo gravity from nearest support |
= |
0.13 |
m |
| b = tyre width across traffic flow |
= |
0.84 |
m |
| wc = wearing coat |
= |
0.00 |
m |
| bt = width of tyre + 2 x thickness of w.c |
= |
0.84 |
m |
| |
|
|
|
| Hence, beff for max movement case |
= |
14.70 |
m |
| Hence, beff for max vertical load case |
= |
2.25 |
m |
| |
|
|
|
| |
|
|
|
| |
|
|
|
| For Class A Wheeled |
= |
55.4 |
KN |
| Pressureon top slab : |
|
|
|
| (i) Maximum movement case : |
|
|
|
| |
|
|
|
| UDL due to live load |
= |
2.93 |
KN/m2 |
| dispersion length of live load in longitudinal direction |
= |
2.25 |
m |
| transverse dispersion |
= |
8.40 |
m |
Summary Forces
| Load Item |
P |
Load (Min) |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t-m |
t-m |
| LL1 - Maximun Reaction |
608.40 |
596.45 |
0.00 |
122.03 |
11.30 |
0.00 |
| LL2 - Maximun Moment |
590.16 |
587.55 |
0.00 |
339.38 |
5.54 |
0.00 |
| CALCULATION OF FORCES DUE TO EARTH PRESSURE |
| 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 |
| |
= |
10.8 |
|
|
|
| Horizontal force in long. Dirn. |
= |
0.5*kah*γ*H2*b |
|
|
|
| |
= |
390.52 |
|
|
|
| Lever arm from foundation bottom |
= |
0.42*H |
|
|
|
| |
= |
4.536 |
|
|
|
| ML |
= |
1771.39872 |
|
|
|
| |
|
|
|
|
|
| |
|
|
|
|
|
| Abutment portion |
|
|
|
|
|
| Vertical Force |
= |
142.76 |
|
|
|
| Lever arm from toe |
= |
5.1 |
|
|
|
| ML |
= |
728.076 |
|
|
|
| |
|
|
|
|
|
| |
|
|
|
|
|
| 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 |
142.76 |
390.52 |
1771.39872 |
728.076 |
|
| Live Load Surcharge |
|
|
|
|
|
| Normal Case: Abutment portion |
|
|
|
|
|
| Foundation Bottom Level |
|
|
|
|
|
| H |
= |
Dirtwall top level - Founding level |
| |
= |
10.8 |
|
|
|
| Horizontal force |
= |
kah*γ*1.2*H*b |
|
|
|
| |
= |
86.78016 |
|
|
|
| Lever arm |
= |
H/2 |
|
|
|
| |
= |
5.4 |
|
|
|
| ML |
= |
468.612864 |
|
|
|
| |
|
|
|
|
|
| |
p |
HL |
ML due to HL |
|
|
| |
t |
t |
t-m |
|
|
| LWL |
0 |
86.78016 |
468.612864 |
|
|
| |
|
|
|
|
|
| Forces on Abutment |
|
|
|
|
| |
|
|
|
|
| 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 |
| |
|
|
|
|
| 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 Forces |
|
|
|
| |
|
|
|
| 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 |
|
160.14 |
| Calculation for Backfill Weight |
|
|
|
| Width of backfill in transverse direction |
= |
11 |
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 |
| Combination Of Base Pressure |
| Normal Case |
|
|
|
|
|
| Maximum Reaction case (P) |
|
|
|
|
|
| Load Item |
Unfactored Forces |
| Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t |
t |
| DL (superstructure) |
225.0 |
225.0 |
82.8 |
0.0 |
0.0 |
0.0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0.0 |
0.0 |
0.0 |
| SIDL (w/c) |
10.0 |
10.0 |
30.4 |
0.0 |
0.0 |
0.0 |
| LL1 |
99.9 |
63.4 |
0.0 |
438.0 |
12.3 |
0.0 |
| LL1 ( Intensity) |
608.4 |
596.5 |
0.0 |
122.0 |
11.3 |
0.0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0.0 |
0.0 |
0.0 |
| Earth Pressure Load |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0.0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0.0 |
0.0 |
0.0 |
| Wind Load |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
| Total for unfactored load |
2400.4 |
2352.0 |
7669.7 |
560.0 |
23.6 |
0.0 |
| 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) |
225.0 |
225.0 |
82.8 |
0.0 |
0.0 |
0.0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0.0 |
0.0 |
0.0 |
| SIDL (w/c) |
10.0 |
10.0 |
30.4 |
0.0 |
0.0 |
0.0 |
| LL2 |
99.9 |
63.4 |
0.0 |
438.0 |
12.3 |
0.0 |
| LL2 ( Intensity) |
608.4 |
596.5 |
0.0 |
122.0 |
11.3 |
0.0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0.0 |
0.0 |
0.0 |
| Earth Pressure Load |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0.0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0.0 |
0.0 |
0.0 |
| Wind Load |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
| Total for unfactored load |
2400.4 |
2352.0 |
7669.7 |
560.0 |
23.6 |
0.0 |
| Maximum Transverse Case |
|
|
|
|
|
| Load Item |
Unfactored Forces |
| Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t |
t |
| DL (superstructure) |
225.0 |
225.0 |
82.8 |
0.0 |
0.0 |
0.0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0.0 |
0.0 |
0.0 |
| SIDL (w/c) |
10.0 |
10.0 |
30.4 |
0.0 |
0.0 |
0.0 |
| LL2 |
99.9 |
63.4 |
0.0 |
438.0 |
12.3 |
0.0 |
| LL2 ( Intensity) |
590.2 |
587.6 |
0.0 |
339.4 |
5.5 |
0.0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0.0 |
0.0 |
0.0 |
| Earth Pressure Load |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0.0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0.0 |
0.0 |
0.0 |
| Wind Load |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
0.0 |
| Total for unfactored load |
2382.2 |
2343.1 |
7669.7 |
777.4 |
17.8 |
0.0 |
| SUMMARY OF LOAD CASES FOR NORMAL CASE |
|
|
| |
|
|
|
|
|
|
| Load Item |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t |
t |
| N1 |
2400.4 |
2352.0 |
7669.7 |
560.0 |
23.6 |
0.0 |
| N2 |
2400.4 |
2352.0 |
7669.7 |
560.0 |
23.6 |
0.0 |
| N3 |
2382.2 |
2343.1 |
7540.6 |
777.4 |
17.8 |
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 |
| LWL condition |
|
|
|
|
|
|
5.1 M |
|
|
| Both Span present condition |
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| 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 |
2400.41 |
2351.96 |
7669.72 |
560.01 |
250.00 |
248.22 |
246.55 |
245.18 |
244.92 |
243.56 |
242.55 |
240.51 |
23.55 |
0.00 |
|
| N2 |
2400.41 |
2351.96 |
7669.72 |
560.01 |
250.00 |
248.22 |
246.55 |
245.18 |
244.92 |
243.56 |
242.55 |
240.51 |
23.55 |
0.00 |
|
| N3 |
2382.17 |
2343.06 |
7540.64 |
777.36 |
239.00 |
236.50 |
235.24 |
233.88 |
232.96 |
230.15 |
229.55 |
228.54 |
17.84 |
0.00 |
|
| Combination Of Base Pressure |
| 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 |
225.00 |
225.00 |
82.80 |
0.00 |
0.00 |
0.00 |
303.8 |
303.8 |
111.8 |
0.0 |
0.0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0.00 |
0.00 |
0.00 |
27.8 |
27.8 |
21.4 |
0.0 |
0.0 |
0 |
| SIDL (w/c) |
1.75 |
10.00 |
10.00 |
30.44 |
0.00 |
0.00 |
0.00 |
17.5 |
17.5 |
53.3 |
0.0 |
0.0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
149.9 |
95.1 |
0.0 |
657.0 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
114.9 |
72.9 |
0.0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
608.40 |
596.45 |
0.00 |
122.03 |
11.30 |
0.00 |
912.6 |
894.7 |
0.0 |
183.0 |
17.0 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
608.40 |
596.45 |
0.00 |
122.03 |
11.30 |
0.00 |
699.7 |
685.9 |
0.0 |
140.3 |
13.0 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
213.0 |
213.0 |
2657.1 |
0.0 |
0.0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0.00 |
0.00 |
0.00 |
281.2 |
281.2 |
216.2 |
0.0 |
0.0 |
0 |
| Backfill weight |
1.35 |
1086.0 |
1086.0 |
5609.1 |
0.00 |
16.9 |
0.0 |
1466.1 |
1466.1 |
7572.3 |
0.0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
3371.9 |
3299.2 |
10632.0 |
840.0 |
58.2 |
0.0 |
| |
|
|
|
|
|
LL Accompanying |
3053.0 |
2997.2 |
9746.3 |
644.0 |
49.9 |
0.0 |
| Maximum Longitudinal Moment Case |
|
|
|
|
|
|
|
|
|
|
|
|
|
| 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 |
225.00 |
225.00 |
82.80 |
0.00 |
0.00 |
0.00 |
303.8 |
303.8 |
111.8 |
0.0 |
0.0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0.00 |
0.00 |
0.00 |
27.8 |
27.8 |
21.4 |
0.0 |
0.0 |
0 |
| SIDL (w/c) |
1.75 |
10.00 |
10.00 |
30.44 |
0.00 |
0.00 |
0.00 |
17.5 |
17.5 |
53.3 |
0.0 |
0.0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
149.9 |
95.1 |
0.0 |
657.0 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
114.9 |
72.9 |
0.0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
608.40 |
596.45 |
0.00 |
122.03 |
11.30 |
0.00 |
912.6 |
894.7 |
0.0 |
183.0 |
17.0 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
608.40 |
596.45 |
0.00 |
122.03 |
11.30 |
0.00 |
699.7 |
685.9 |
0.0 |
140.3 |
13.0 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
213.0 |
213.0 |
2657.1 |
0.0 |
0.0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0.00 |
0.00 |
0.00 |
281.2 |
281.2 |
216.2 |
0.0 |
0.0 |
0 |
| Backfill weight |
1.35 |
1086.0 |
1086.0 |
5609.1 |
0.00 |
16.9 |
0.0 |
1466.1 |
1466.1 |
7572.3 |
0.0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
|
3371.9 |
3299.2 |
10632.0 |
840.0 |
58.2 |
0.0 |
| |
|
|
|
|
|
LL Accompanying |
|
3053.0 |
2997.2 |
9746.3 |
644.0 |
49.9 |
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 |
225.00 |
225.00 |
82.80 |
0.00 |
0.00 |
0.00 |
303.8 |
303.8 |
111.8 |
0.0 |
0.0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0.00 |
0.00 |
0.00 |
27.8 |
27.8 |
21.4 |
0.0 |
0.0 |
0 |
| SIDL (w/c) |
1.75 |
10.00 |
10.00 |
30.44 |
0.00 |
0.00 |
0.00 |
17.5 |
17.5 |
53.3 |
0.0 |
0.0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
149.9 |
95.1 |
0.0 |
657.0 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0.00 |
437.98 |
12.25 |
0.00 |
114.9 |
72.9 |
0.0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
590.16 |
587.55 |
0.00 |
339.38 |
5.54 |
0.00 |
885.2 |
881.3 |
0.0 |
509.1 |
8.3 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
590.16 |
587.55 |
0.00 |
339.38 |
5.54 |
0.00 |
678.7 |
675.7 |
0.0 |
390.3 |
6.4 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
213.0 |
213.0 |
2657.1 |
0.0 |
0.0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142.00 |
142.00 |
1771.39 |
0.00 |
0.00 |
0.00 |
142.0 |
142.0 |
1771.4 |
0.0 |
0.0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0.00 |
0.00 |
0.00 |
281.2 |
281.2 |
216.2 |
0.0 |
0.0 |
0 |
| Backfill weight |
1.35 |
1086.0 |
1086.0 |
5609.1 |
0.00 |
16.9 |
0.0 |
1466.1 |
1466.1 |
7572.3 |
0.0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
3344.5 |
3285.9 |
10632.0 |
1166.0 |
49.5 |
0.0 |
| |
|
|
|
|
|
LL Accompanying |
3032.0 |
2987.0 |
9746.3 |
894.0 |
43.3 |
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 |
3371.9 |
3299.2 |
10632.0 |
840.0 |
58.2 |
0.0 |
| (C-1)2 |
LL Accompanying |
3053.0 |
2997.2 |
9746.3 |
644.0 |
49.9 |
0.0 |
| (C-1)3 |
LL 2 Case |
LL Leading |
3371.9 |
3299.2 |
10632.0 |
840.0 |
58.2 |
0.0 |
| (C-1)4 |
LL Accompanying |
3053.0 |
2997.2 |
9746.3 |
644.0 |
49.9 |
0.0 |
| (C-1)5 |
LL 3 Case |
LL Leading |
3344.5 |
3285.9 |
10632.0 |
1166.0 |
49.5 |
0.0 |
| (C-1)6 |
LL Accompanying |
3032.0 |
2987.0 |
9746.3 |
894.0 |
43.3 |
0.0 |
| Pile Check factor |
|
|
|
|
|
| Column Dmensions |
|
|
|
|
|
| Transverse dimension |
= |
2.5 |
m |
|
|
| Longitudinal Dimension |
= |
2.5 |
m |
|
|
| Total No of pile |
= |
8.0 |
Nos |
|
|
| Dia of Pile |
= |
1.2 |
m |
|
|
| |
|
|
|
|
|
| |
|
|
|
|
|
| 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 |
| t |
t |
t-m |
t-m |
t |
t |
t |
t |
t |
t |
t |
t |
t |
t |
| (C-1) 1 |
3371.9 |
3299.2 |
10632.0 |
840.0 |
302.0 |
300.5 |
298.7 |
296.3 |
295.0 |
294.0 |
291.2 |
290.9 |
19.7 |
24.5 |
| (C-1) 2 |
3053.0 |
2997.2 |
9746.3 |
644.0 |
295.5 |
295.5 |
294.1 |
292.2 |
290.5 |
287.1 |
286.7 |
285.0 |
14.6 |
14.7 |
| (C-1) 3 |
3371.9 |
3299.2 |
10632.0 |
840.0 |
302.0 |
300.5 |
298.7 |
296.3 |
295.0 |
294.0 |
291.2 |
290.9 |
19.7 |
24.5 |
| (C-1) 4 |
3053.0 |
2997.2 |
9746.3 |
644.0 |
295.5 |
295.5 |
294.1 |
292.2 |
290.5 |
287.1 |
286.7 |
285.0 |
14.6 |
14.7 |
| (C-1) 5 |
3344.5 |
3285.9 |
10632.0 |
1166.0 |
285.2 |
283.8 |
282.1 |
280.7 |
278.5 |
276.9 |
274.9 |
273.0 |
17.6 |
24.5 |
| (C-1) 6 |
3032.0 |
2987.0 |
9746.3 |
894.0 |
275.0 |
272.0 |
270.2 |
268.4 |
265.1 |
263.9 |
260.5 |
258.4 |
13.0 |
14.7 |
| 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 |
= |
4 |
m |
|
| e or L1 |
= |
|
|
|
| |
|
|
|
|
| Calculation of length of fixiy (Lf) |
|
|
|
|
| N |
= |
60 |
Blows |
|
| ɳh |
= |
8571 |
kN/m3 |
|
| T |
= |
3.28E+00 |
m |
|
| e/T |
= |
1.22 |
|
|
| zf/T |
= |
1.88 |
|
|
| zf |
= |
6.16 |
m |
|
| |
|
|
|
|
| Max. deflection (Y) = |
= |
0.012 |
|
|
| |
|
|
|
|
| Horizontal pile capacity |
= |
448.1583766 |
t |
|
| Q |
= |
44.81 |
t |
|
| Say |
= |
45 |
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 * (4 +6.16 )/2 |
|
| |
= |
3.048 *Q |
|
| |
|
|
|
|
| Therefore Maximum Moment in pile |
= |
3.048 *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 |
= |
25.446 |
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 |
103 |
3354 |
OK |
| Pmin |
898 |
103 |
1745 |
OK |