DESIGN DATA:-
For Spans and Cross-Sections:-
| 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 |
Details of the Superstructure:-
| 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 |
Given Levels:-
| 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 Characteristics:-
| For Abutment cap, Abutment & Pile |
| Grade of concrete |
M |
35 |
|
| Design strength of concrete |
|
15.63 |
Mpa |
| Modulus of Elasticity of steel |
|
210000 |
|
| Modulus of Elasticity of concrete |
|
|
|
| Mean tensile strength of concrete |
|
2.8 |
|
| Grade of steel |
Fe |
500 |
|
| Design strength of steel |
|
434.78 |
Mpa |
| Density of concrete (RCC) |
|
2.5 |
t/m3 |
| Density of weearing course |
|
2.2 |
t/m3 |
| Coefficient of Thermal Expansion |
|
12000000 |
|
| Shrinkage Strain For Concrete |
|
20000 |
|
Soil Characteristics:-
| 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 |
| For Material |
|
|
| |
|
|
| Material |
Basic Comb |
Seismic Comb |
| Concrete |
1.5 |
1.5 |
| Reinforcing steel |
1.15 |
1.15 |
Dead Load Calculation:-
| DEAD LOAD |
450 |
t |
| Reaction |
225 |
t |
| Total reaction on abutment |
225 |
t |
| Distance between 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 WC) |
| Crash barrier weight |
41.25 |
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 |
|
| Breaking force |
24.2 |
|
| Change in reaction due to breaking force |
4.2955 |
|
| Maximum Vertical force on abutment |
85.34 |
|
| Minimum Vertical force on abutment |
76.75 |
|
| Total horizontal force at abutment |
12.1 |
|
| 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 |
| Rb |
30.51 |
| Vertical reaction on the abutment |
29.99 |
| Breaking force |
12.1 |
| Change in reaction due to breaking force |
2.14775 |
| Maximum Vertical force on abutment |
32.14 |
| Minimum Vertical force on abutment |
27.84 |
| Total horizontal force at abutment |
6.05 |
| Transverse eccentricity |
= |
4.45 |
m |
|
| Transverse movement |
= |
143.02 |
t-m |
|
| 3 Lane Class A |
| Live Load reaction |
|
| Ra |
80.97 |
| Rb |
82.38 |
| vertical reaction on the abutment |
80.97 |
| Breaking force |
13.6125 |
| Change in reaction due to breaking force |
2.819 |
| Maximum Vertical force on abutment |
83.79 |
| Minimum Vertical force on abutment |
78.16 |
| Total horizontal force at abutment |
6.80625 |
| 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 |
| Rb |
63.42 |
| Vertical reactions on the abutment |
99.93 |
| Breaking force |
24.5025 |
| Change in reaction due to breaking force |
4.349 |
| Maximum Vertical force on abutment |
104.28 |
| Minimum Vertical force on abutment |
95.58 |
| Total horizontal force at abutment |
12.25125 |
| Transverse eccentricity |
= |
4.2 |
m |
|
| Transverse movement |
= |
437.98 |
t-m |
|
Load Summary on 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 |
40 |
0 |
247.9 |
12.1 |
0 |
| 1 Lane Class A |
30 |
30.5 |
0 |
143 |
6.1 |
0 |
| 3 Lane Class A |
81 |
82.4 |
0 |
121.5 |
6.8 |
0 |
| 1 L 70 R -W + 1 L Class A |
99.93 |
63.43 |
0 |
437.98 |
12.3 |
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 = |
10 |
% |
1.1 |
| 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 |
m |
| s = thickness of soil above box |
= |
0 |
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 |
| Pressure on 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 = |
10 |
% |
1.1 |
| 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 on effective width |
| k = constant depending on b/lo |
= |
2.34 |
|
| lo = effective span |
= |
12 |
m |
| x = Distance of center fo gravity from nearest support |
= |
6 |
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 |
m |
| bt = width of tyre + 2 x thickness of w.c |
= |
0.84 |
m |
| |
|
|
|
| Hence, beff for max movement case |
= |
14.7 |
m |
| Hence, beff for max vertical load case |
= |
2.25 |
m |
| For Class A Wheeled |
= |
55.4 |
KN |
| Pressure on 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 |
= |
8.4 |
m |
| 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 |
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 |
= |
1771.399 |
|
|
| 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 |
1771.399 |
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 |
468.6129 |
|
| |
|
|
| |
HL |
ML due to HL |
| |
t |
t-m |
| LWL |
86.78016 |
468.6129 |
| 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 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 |
| Drit wall bracket |
28.59 |
0 |
0 |
| Drit wall |
4.05 |
0 |
0 |
| Total |
208.29 |
|
160.14 |
| Calculation for Backfill Weight |
| Width of backfill in transverse direction |
11 |
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 Force |
| Portion |
Leaver arm |
ML |
| m |
t-m |
| A |
5.26 |
5227.493 |
| B |
2.86 |
150.436 |
| C |
2.91 |
3.201 |
| D |
5.9 |
227.976 |
| Total |
16.93 |
5609.106 |
| 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 |
225 |
82.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0 |
0 |
0 |
| SIDL (w/c) |
10 |
10 |
30.4 |
0 |
0 |
0 |
| LL1 |
99.9 |
63.4 |
0 |
438 |
12.3 |
0 |
| LL1 ( Intensity) |
608.4 |
596.5 |
0 |
122 |
11.3 |
0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0 |
0 |
0 |
| Earth Pressure Load |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0 |
0 |
0 |
| Total for unfactored load |
2400.4 |
2352 |
7669.7 |
560 |
23.6 |
0 |
| Maximum Longitudinal Movement (ML) |
| Load Item |
Unfactored Forces |
| Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t |
t |
| DL (superstructure) |
225 |
225 |
82.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0 |
0 |
0 |
| SIDL (w/c) |
10 |
10 |
30.4 |
0 |
0 |
0 |
| LL2 |
99.9 |
63.4 |
0 |
438 |
12.3 |
0 |
| LL2 ( Intensity) |
608.4 |
596.5 |
0 |
122 |
11.3 |
0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0 |
0 |
0 |
| Earth Pressure Load |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0 |
0 |
0 |
| Total weight for unfactored load |
2400.4 |
2352 |
7669.7 |
560 |
23.6 |
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 |
225 |
82.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
20.6 |
20.6 |
15.8 |
0 |
0 |
0 |
| SIDL (w/c) |
10 |
10 |
30.4 |
0 |
0 |
0 |
| LL2 |
99.9 |
63.4 |
0 |
438 |
12.3 |
0 |
| LL2 ( Intensity) |
590.2 |
587.6 |
0 |
339.4 |
5.5 |
0 |
| Sustructure Weight |
208.3 |
208.3 |
160.1 |
0 |
0 |
0 |
| Earth Pressure Load |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Backfill Weight |
1086.2 |
1086.2 |
5609.1 |
0 |
0 |
0 |
| Total weight for unfactored load |
2382.2 |
2343.1 |
7669.7 |
777.4 |
17.8 |
0 |
Load Case Summary For Normal case:-
| Load Item |
Pmax |
Pmin |
ML |
MT |
HL |
HT |
| t |
t |
t-m |
t-m |
t |
t |
| N1 |
2400.4 |
2352 |
7669.7 |
560 |
23.6 |
0 |
| N2 |
2400.4 |
2352 |
7669.7 |
560 |
23.6 |
0 |
| N3 |
2382.2 |
2343.1 |
7540.6 |
777.4 |
17.8 |
0 |
| Unfactored Pile Check |
| Total no of piles |
= |
8 |
Nos |
|
|
| Diameter of pile |
= |
1.2 |
m |
|
|
| Distance between the piles |
= |
3.6 |
in both direction |
|
|
| Offset at 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 |
Lower Water Level Condition:-
Both Span Present=5.1M
| 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 |
|
| Base Pressure Load Combinations |
| 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 |
225 |
225 |
82.8 |
0 |
0 |
0 |
303.8 |
303.8 |
111.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0 |
0 |
0 |
27.8 |
27.8 |
21.4 |
0 |
0 |
0 |
| SIDL (w/c) |
1.75 |
10 |
10 |
30.44 |
0 |
0 |
0 |
17.5 |
17.5 |
53.3 |
0 |
0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
149.9 |
95.1 |
0 |
657 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
114.9 |
72.9 |
0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
608.4 |
596.45 |
0 |
122.03 |
11.3 |
0 |
912.6 |
894.7 |
0 |
183 |
17 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
608.4 |
596.45 |
0 |
122.03 |
11.3 |
0 |
699.7 |
685.9 |
0 |
140.3 |
13 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
213 |
213 |
2657.1 |
0 |
0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0 |
0 |
0 |
281.2 |
281.2 |
216.2 |
0 |
0 |
0 |
| Backfill weight |
1.35 |
1086 |
1086 |
5609.1 |
0 |
16.9 |
0 |
1466.1 |
1466.1 |
7572.3 |
0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
3371.9 |
3299.2 |
10632 |
840 |
58.2 |
0 |
| |
|
|
|
|
|
LL Accompanying |
3053 |
2997.2 |
9746.3 |
644 |
49.9 |
0 |
| Maximum Transverse Movement Case (MT) |
| 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 |
225 |
225 |
82.8 |
0 |
0 |
0 |
303.8 |
303.8 |
111.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0 |
0 |
0 |
27.8 |
27.8 |
21.4 |
0 |
0 |
0 |
| SIDL (w/c) |
1.75 |
10 |
10 |
30.44 |
0 |
0 |
0 |
17.5 |
17.5 |
53.3 |
0 |
0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
149.9 |
95.1 |
0 |
657 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
114.9 |
72.9 |
0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
590.16 |
587.55 |
0 |
339.38 |
5.54 |
0 |
885.2 |
881.3 |
0 |
509.1 |
8.3 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
590.16 |
587.55 |
0 |
339.38 |
5.54 |
0 |
678.7 |
675.7 |
0 |
390.3 |
6.4 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
213 |
213 |
2657.1 |
0 |
0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0 |
0 |
0 |
281.2 |
281.2 |
216.2 |
0 |
0 |
0 |
| Backfill weight |
1.35 |
1086 |
1086 |
5609.1 |
0 |
16.9 |
0 |
1466.1 |
1466.1 |
7572.3 |
0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
3344.5 |
3285.9 |
10632 |
1166 |
49.5 |
0 |
| |
|
|
|
|
|
LL Accompanying |
3032 |
2987 |
9746.3 |
894 |
43.3 |
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 |
225 |
225 |
82.8 |
0 |
0 |
0 |
303.8 |
303.8 |
111.8 |
0 |
0 |
0 |
| SIDL (Excluding W/C) |
1.35 |
20.63 |
20.63 |
15.84 |
0 |
0 |
0 |
27.8 |
27.8 |
21.4 |
0 |
0 |
0 |
| SIDL (w/c) |
1.75 |
10 |
10 |
30.44 |
0 |
0 |
0 |
17.5 |
17.5 |
53.3 |
0 |
0 |
0 |
| LL1 (Leading) |
1.5 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
149.9 |
95.1 |
0 |
657 |
18.4 |
0 |
| LL1 (Accompanying) |
1.15 |
99.93 |
63.43 |
0 |
437.98 |
12.25 |
0 |
114.9 |
72.9 |
0 |
503.7 |
14.1 |
0 |
| LL1 ( Intensity) (Leading) |
1.5 |
590.16 |
587.55 |
0 |
339.38 |
5.54 |
0 |
885.2 |
881.3 |
0 |
509.1 |
8.3 |
0 |
| LL1 ( Intensity)(Accompanying) |
1.15 |
590.16 |
587.55 |
0 |
339.38 |
5.54 |
0 |
678.7 |
675.7 |
0 |
390.3 |
6.4 |
0 |
| Earth Pressure Load (Leading) |
1.5 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
213 |
213 |
2657.1 |
0 |
0 |
0 |
| Earth Pressure Load (Accompanying) |
1 |
142 |
142 |
1771.39 |
0 |
0 |
0 |
142 |
142 |
1771.4 |
0 |
0 |
0 |
| Sustructure Weight |
1.35 |
208.29 |
208.29 |
160.14 |
0 |
0 |
0 |
281.2 |
281.2 |
216.2 |
0 |
0 |
0 |
| Backfill weight |
1.35 |
1086 |
1086 |
5609.1 |
0 |
16.9 |
0 |
1466.1 |
1466.1 |
7572.3 |
0 |
22.9 |
0 |
| Total |
|
|
|
|
|
LL Leading |
3344.5 |
3285.9 |
10632 |
1166 |
49.5 |
0 |
| |
|
|
|
|
|
LL Accompanying |
3032 |
2987 |
9746.3 |
894 |
43.3 |
0 |
| LOAD CASES SUMMARY FOR BASIC COMNINATION (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 |
3371.9 |
3299.2 |
10632 |
840 |
58.2 |
0 |
| (C-1)2 |
LL Accompanying |
3053 |
2997.2 |
9746.3 |
644 |
49.9 |
0 |
| (C-1)3 |
LL 2 Case |
LL Leading |
3371.9 |
3299.2 |
10632 |
840 |
58.2 |
0 |
| (C-1)4 |
LL Accompanying |
3053 |
2997.2 |
9746.3 |
644 |
49.9 |
0 |
| (C-1)5 |
LL 3 Case |
LL Leading |
3344.5 |
3285.9 |
10632 |
1166 |
49.5 |
0 |
| (C-1)6 |
LL Accompanying |
3032 |
2987 |
9746.3 |
894 |
43.3 |
0 |
| Pile Check factor |
| Column Dmensions |
| Transverse dimension |
= |
2.5 |
m |
|
|
| Longitudinal Dimension |
= |
2.5 |
m |
|
|
| Total No of pile |
= |
8 |
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 |
840 |
302 |
300.5 |
298.7 |
296.3 |
295 |
294 |
291.2 |
290.9 |
19.7 |
24.5 |
| (C-1) 2 |
3053 |
2997.2 |
9746.3 |
644 |
295.5 |
295.5 |
294.1 |
292.2 |
290.5 |
287.1 |
286.7 |
285 |
14.6 |
14.7 |
| (C-1) 3 |
3371.9 |
3299.2 |
10632 |
840 |
302 |
300.5 |
298.7 |
296.3 |
295 |
294 |
291.2 |
290.9 |
19.7 |
24.5 |
| (C-1) 4 |
3053 |
2997.2 |
9746.3 |
644 |
295.5 |
295.5 |
294.1 |
292.2 |
290.5 |
287.1 |
286.7 |
285 |
14.6 |
14.7 |
| (C-1) 5 |
3344.5 |
3285.9 |
10632 |
1166 |
285.2 |
283.8 |
282.1 |
280.7 |
278.5 |
276.9 |
274.9 |
273 |
17.6 |
24.5 |
| (C-1) 6 |
3032 |
2987 |
9746.3 |
894 |
275 |
272 |
270.2 |
268.4 |
265.1 |
263.9 |
260.5 |
258.4 |
13 |
14.7 |
| HORIZONTAL CAPACITY OF 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 |
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 |
448.1584 |
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 |
| 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 |
22791.49 |
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 |
M |
Mu |
Status |
| kN-m |
kN-m |
|
| Pmax |
103 |
3354 |
OK |
| Pmin |
103 |
1745 |
OK |