Span and Cross-Section::-
| Sl No |
Items |
Values |
Units |
| 1 |
C/c of expansion joint |
28 |
m |
| 2 |
C/c of bearing |
27.2 |
m |
| 3 |
Dist. Of bearing to expansion joint |
0.4 |
m |
| 4 |
Width of the Total Deck |
12 |
m |
| 5 |
Carriageway width |
8.5 |
m |
| 6 |
Footpath width (One Side) |
1.5 |
m |
| 7 |
Width of CB( RHS) |
0.5 |
m |
| 8 |
Width of CB ( LHS) |
0.5 |
m |
Superstructure Details:-
| Sl No |
Items |
Values |
Units |
| 1 |
No of girders |
4 |
|
| 2 |
Spacing of girder |
3 |
m |
| 3 |
Depth of superstructure |
4.2 |
m |
| 4 |
WC thickness |
0.065 |
m |
| 5 |
Bearing thickness |
0.065 |
m |
| 6 |
Pedestal thickness |
0.25 |
m |
Materials Characteristics:-
| Sl. No |
Items |
Remarks |
Value |
Unit |
| 1 |
Grade of concrete |
fck |
35 |
|
| 2 |
Design strength of concrete |
fcd |
15.63 |
|
| 3 |
Grade of Steel |
fyk |
500 |
|
| 4 |
Design strength of steel |
fyd |
434.78 |
|
| 5 |
Density of RCC |
|
2.5 |
|
| 6 |
Density of WC |
|
2.2 |
|
| 7 |
Coefficient Of thermal expansion of concrete. |
|
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 |
Level:-
| Sl No |
Items |
Remarks |
Level |
| 1 |
Height of Substructure |
Assumption |
6m |
| 2 |
Finished road Level |
FRL |
100 |
| 3 |
Bearing Level |
BRG |
97.3 |
| 4 |
Pier Cap Top level |
CTL |
97.235 |
| 5 |
Pier Cap Bottom level |
CBL |
96.235 |
| 6 |
Ground Level |
GL |
93.5 |
| 7 |
High Flood Level |
HFL |
95.9 |
Abutment Dimension:-
| 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 |
0.3 |
m |
| 8 |
Depth of abutment cap (u) |
0.3 |
m |
| 9 |
Return wall thickness |
0.5 |
m |
Soil Characteristics:-
| Sl No |
Items |
Values |
Unit |
| 1 |
Coefficient Of Friction |
0.5 |
|
| 2 |
Density of soil |
2 |
t/m3 |
| 3 |
Submerged Density of soil |
1 |
t/m3 |
| 4 |
Type of founding strata |
Sand |
|
| 5 |
Type of soil |
Medium soil |
|
Loadings:-
| Dead Load |
| Total weight of superstructure |
560 |
t |
| SIDL |
| Load Intensity due to wearing course |
0.22 |
t/m2 |
| Self weight of crash barrier |
0.85 |
t/m |
| Foot Path LL |
| Maximum intensity of footpath live load |
500 |
kg/m2 |
Load Calculations
Dead Load
| Load On superstructure |
| Dead Load of Superstructure |
| Total weight of superstructure |
560 |
t |
| Reaction |
280 |
t |
| Total reaction on abutment |
280 |
t |
| SIDL (Excluding WC) |
| Crash barrier weight |
85 |
t |
| Total reaction on abutment |
42.5 |
t |
| SIDL ( WC) |
| Load intensity due to wearing course |
0.22 |
t |
| DL of wearing course |
40 |
t |
| Total reaction on abutment |
20 |
t |
Force Summary
| 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 WC) |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
| SIDL ( WC) |
20 |
20 |
0 |
0 |
0 |
0 |
| At Abutment shaft |
| 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 WC) |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
| SIDL (WC) |
20 |
20 |
0 |
0 |
0 |
0 |
| At Foundation bottom |
| 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 WC) |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
| SIDL ( wc) |
20 |
20 |
0 |
0 |
0 |
0 |
Live Load Calculation:-
| 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 |
|
|
| Vertical reaction on the abutment |
90.83 |
t |
|
| Breaking force |
22 |
t |
20 % of Ra |
| Horizontal force at the abutment |
11 |
t |
Fh/2 |
| Bearing |
POT CUM PTFE |
|
|
| Transverse eccentricity |
3.005 |
m |
|
| Transverse movement |
272.9442 |
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 |
|
|
| Vertical reaction on the abutment |
37.70 |
t |
|
| Breaking force |
11.08 |
t |
20 % of Ra |
| Horizontal force at the abutment |
5.54 |
t |
Fh/2 |
| Bearing |
POT CUM PTFE |
|
|
| Transverse eccentricity |
6.35 |
m |
|
| Transverse movement |
239.385335 |
t-m |
|
3-Lane Class A
| Vertical reaction on the abutment |
101.79 |
t |
|
| Breaking force |
11.08 |
t |
20 % of Ra |
| Horizontal force at the abutment |
5.54 |
t |
Fh/2 |
| Bearing |
POT CUM PTFE |
|
|
| Transverse eccentricity |
1.55 |
m |
|
| Transverse movement |
157.76813 |
t-m |
|
1 Lane 70R Wheeled+1 Lane of Class A
| Vertical reaction on the abutment |
115.68 |
t |
|
| Breaking force |
11.08 |
t |
20 % of Ra |
| Horizontal force at the abutment |
5.54 |
t |
Fh/2 |
| Bearing |
POT CUM PTFE |
|
|
| Transverse eccentricity |
1.055 |
m |
|
| Transverse movement |
122.039 |
t-m |
|
Force Summary:-
| 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 |
0 |
| 1 Lane Class A |
37.7 |
17.7 |
37.7 |
339.38 |
5.54 |
0 |
| 3 Lane Class A |
101.79 |
47.19 |
101.79 |
157.77 |
5.54 |
0 |
| Class 70R + 1 lane class A |
115.68 |
33.17 |
115.68 |
122.03 |
11.3 |
0 |
| 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 |
11.3 |
0 |
| LL2 - Maximun Moment |
37.7 |
17.7 |
48.32 |
339.38 |
5.54 |
0 |
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 |
|
| H |
Dirtwall top level - Founding level |
| |
10.5 |
|
|
|
| Horizontal force in longitudinal. Dir. |
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(LWL) |
|
|
|
|
| p |
HL |
ML due to HL |
ML due to P |
| t |
t |
t-m |
t-m |
| 136.24 |
372.64 |
1643.34 |
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 |
442.943 |
|
|
|
| |
HL |
ML due to HL |
|
|
| |
t |
t-m |
|
|
| LWL |
84.37 |
442.943 |
|
|
Forces on Abutment and Foundations:-
| 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 centreline |
0.953 |
m |
| |
|
|
| Dirt Wall |
| |
|
|
| Weight |
28.59 |
t |
| Horizontal Lever Arm from bearing centreline |
0.67 |
m |
| |
|
|
| Abutment Cap |
| |
|
|
| Weight |
25.65 |
t |
| Horizontal Lever Arm from bearing centreline |
0 |
m |
| |
|
|
| Abutment Shaft |
| |
|
|
| Weight |
150 |
t |
| Horizontal Lever Arm from bearing centre line |
0 |
m |
Summary of Forces:-
| Description |
Weight |
Lever arm |
ML |
| t |
m |
tm |
| Abutment shaft |
150 |
0.95 |
142.95 |
| Abutment cap |
25.65 |
0.67 |
17.19 |
| Dirt wall bracket |
28.59 |
0 |
0 |
| Dirt wall |
4.05 |
0 |
0 |
| Total |
208.29 |
1.62 |
160.14 |
Backfill Weight Calculation:-
| Width of backfill in transverse direction |
11.5 |
m |
| Portion a |
| Weight |
993.82 |
t |
| Horizontal Lever Arm from toe in L-L dirn. |
5.26 |
t-m |
| Portion b |
| Weight |
52.6 |
t |
| Horizontal Lever Arm from toe in L-L dirn. |
2.86 |
t-m |
| Portion c |
| Weight |
1.1 |
t |
| Horizontal Lever Arm from toe in L-L dirn. |
2.91 |
t-m |
| Portion d |
| Weight |
38.64 |
t |
| Horizontal Lever Arm from toe in L-L dirn. |
5.9 |
t-m |
Summary of Forces:-
| Portion |
Weight |
Leaver arm |
ML |
| t |
m |
t-m |
| a |
993.82 |
5.26 |
5227.49 |
| 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 |
5609.11 |
Load Combinations:-
| Maximum Reaction Case ( With EP Load ) |
| |
|
|
|
|
|
|
| Loads |
P MAX |
P MIN |
ML |
MT |
HL |
HT |
| Dead load |
280 |
280 |
0 |
0 |
0 |
0 |
| SIDL 1 |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
| SIDL 2 |
20 |
20 |
0 |
0 |
0 |
0 |
| LL1 |
115.68 |
115.68 |
114.07 |
122.03 |
11.3 |
0 |
| Earth pressure |
136.24 |
136.24 |
1643.35 |
339.38 |
5.54 |
0 |
| Live load surcharge |
0 |
0 |
442.95 |
885.56 |
0 |
0 |
| Weight of Substructure |
208.29 |
208.29 |
160.14 |
0 |
0 |
0 |
| Weight of Pile Foundation |
198.34 |
198.34 |
0 |
0 |
0 |
0 |
| Total |
1001.05 |
1001.05 |
2360.51 |
1346.97 |
16.84 |
0 |
| Maximum Reaction Case ( Without EP Load ) |
| Loads |
P MAX |
P MIN |
ML |
MT |
HL |
HT |
| Dead load |
280 |
280 |
0 |
0 |
0 |
0 |
| SIDL 1 |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
| SIDL 2 |
20 |
20 |
0 |
0 |
0 |
0 |
| LL1 |
115.68 |
115.68 |
114.07 |
122.03 |
11.3 |
0 |
| Earth pressure |
0 |
0 |
0 |
0 |
0 |
0 |
| Live load surcharge |
0 |
0 |
0 |
0 |
0 |
0 |
| Weight of Substructure |
208.29 |
208.29 |
t-m |
0 |
0 |
0 |
| Weight of Pile Foundation |
198.34 |
198.34 |
0 |
0 |
0 |
0 |
| Total |
864.81 |
864.81 |
114.07 |
122.03 |
11.3 |
0 |
| Combination of load design FOR foundation |
| Maximum Reaction Case P |
| Load Item |
Partial |
Unfactored Forces |
Factored Forces |
| Safety |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| Factor |
t |
t |
t-m |
t-m |
t |
t |
t |
t |
t-m |
t-m |
t |
t |
| DL (superstructure) |
1.35 |
280 |
280 |
0 |
0 |
0 |
0 |
378 |
378 |
0 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
57.4 |
57.4 |
0 |
0 |
0 |
0 |
| SIDL (w/c) |
1.75 |
20 |
20 |
0 |
0 |
0 |
0 |
35 |
35 |
0 |
0 |
0 |
0 |
| LL1 (Leading) |
1.5 |
115.68 |
115.68 |
114.07 |
122.03 |
11.3 |
0 |
173.5 |
173.5 |
171.1 |
183 |
17 |
0 |
| LL1 (Accompanying) |
1.15 |
115.68 |
115.68 |
114.07 |
122.03 |
11.3 |
0 |
133 |
133 |
131.2 |
140.3 |
13 |
0 |
| Thermal Load (Accompanying) |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
0 |
0 |
0 |
0 |
281.2 |
281.2 |
0 |
0 |
0 |
0 |
| Weight of soil on footing |
1.35 |
1086 |
1086 |
0 |
0 |
16.9 |
0 |
1466.1 |
1466.1 |
0 |
0 |
22.9 |
0 |
| Weight of footing |
1.35 |
198.34 |
198.34 |
0 |
0 |
0 |
0 |
267.8 |
267.8 |
0 |
0 |
0 |
0 |
| Wind Load (Leading) |
1.5 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
| Wind Load (Accompanying) |
0.9 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
| Total |
|
|
|
|
|
LL Leading |
2658.9 |
2658.9 |
171.1 |
183 |
39.8 |
0 |
| |
|
|
|
|
|
LL Accompanying |
2618.5 |
2618.5 |
131.2 |
140.3 |
35.9 |
0 |
| Maximum Transverse Movement Case (MT) |
| Load Item |
Partial |
Unfactored Forces |
Factored Forces |
| Safety |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| Factor |
t |
t |
t-m |
t-m |
t |
t |
t |
t |
t-m |
t-m |
t |
t |
| DL (superstructure) |
1.35 |
280 |
280 |
0 |
0 |
0 |
0 |
378 |
378 |
0 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
42.5 |
42.5 |
0 |
0 |
0 |
0 |
57.4 |
57.4 |
0 |
0 |
0 |
0 |
| SIDL (w/c) |
1.75 |
20 |
20 |
0 |
0 |
0 |
0 |
35 |
35 |
0 |
0 |
0 |
0 |
| LL3 (Leading) |
1.5 |
37.7 |
37.7 |
48.32 |
339.38 |
5.54 |
0 |
56.6 |
56.6 |
72.5 |
509.1 |
8.3 |
0 |
| LL3 (Accompanying) |
1.15 |
37.7 |
37.7 |
48.32 |
339.38 |
5.54 |
0 |
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 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
0 |
0 |
0 |
0 |
281.2 |
281.2 |
0 |
0 |
0 |
0 |
| Weight of soil on footing |
1.35 |
1086 |
1086 |
0 |
0 |
16.9 |
0 |
1466.1 |
1466.1 |
0 |
0 |
22.9 |
0 |
| Weight of footing |
1.35 |
198.34 |
198.34 |
0 |
0 |
0 |
0 |
267.8 |
267.8 |
0 |
0 |
0 |
0 |
| Wind Load (Leading) |
1.5 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
| Wind Load (Accompanying) |
0.9 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
0 |
| Total |
|
|
|
|
|
LL Leading |
2542 |
2542 |
72.5 |
509.1 |
31.2 |
0 |
| |
|
|
|
|
|
LL Accompanying |
2528.8 |
2528.8 |
55.6 |
390.3 |
29.2 |
0 |
Summary of Force
| Load Case No. |
Live Load |
LL |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| Case |
Leading / Accomp |
t |
t |
t-m |
t-m |
t |
t |
| 1 |
LL 1 Case |
LL Leading |
2658.9 |
2658.9 |
171.1 |
183 |
39.8 |
0 |
| 2 |
LL Accompanying |
2618.5 |
2618.5 |
131.2 |
140.3 |
35.9 |
0 |
| 3 |
LL 2 Case |
LL Leading |
2542 |
2542 |
72.5 |
509.1 |
31.2 |
0 |
| 4 |
LL Accompanying |
2528.8 |
2528.8 |
55.6 |
309.3 |
29.2 |
0 |
Pile Check:-
| 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 |
| |
|
|
8 |
25.92 |
129.6 |
| Force / Moment |
Load on each pile (Pmax) |
Horizontal force |
| Pmax |
Pmin |
ML |
MT |
1 |
2 |
3 |
4 |
5 |
6 |
7 |
8 |
HL |
HT |
Horizontal Force |
| t |
t |
t-m |
t-m |
t |
t |
t |
t |
t |
t |
t |
t |
t |
t |
t |
| N1 |
2658.95 |
2658.95 |
171.11 |
183.05 |
351.88 |
346.79 |
341.71 |
336.62 |
328.11 |
323.03 |
317.94 |
312.86 |
13.1 |
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 |
291.5 |
13.1 |
16.35 |
| 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 |
Hor. Capacity of the Pile:-
| 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 |
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 |
22791.5 |
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 |
M |
Mu |
Satus |
| kN-m |
kN-m |
| Pmax |
106 |
3487 |
OK |
| Pmin |
106 |
1875 |
OK |
2) List out different components of pile foundations and calculate kg/cumec (poundage) steel quantity in the pile.
The main components of the foundation are the pile cap and the piles. Piles are long and slender members which transfer the load to deeper soil or rock of high bearing capacity avoiding shallow soil of low bearing capacity The main types of materials used for piles are Wood, steel and concrete.