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Challenge

Week 11 Challenge

VVinay Mehta24 Jan 2022
DESIGN
Aim: - Based on the following data pile foundation is need to be design for following aspects:
1. Design load calculation to be done based on salb. Here data given as slab based bridge
2. For live load calculation Class 70R & class A type to be considered
3. ULS,SLS & Quasi permanaent baesd combination & checks to be done.
4. Based on the combination pile foundation to be done.
5. Rebar quantatiesto be estimated based on reinforcement detail.
Inroduction and explaination
Basic design data
Given data
Span and cross-section
Right span
C/Cof exp joint 28m
C/C of bearing 22.652m
Distance of beraing to expansion joint 0.5m
C/s
Total deck width 12m
Carriageway width 8.5m
Width of crash barrier 0.5m
Width of footh path 1.5m
SUPERSTRUCTURE DETAIL
wearinng coat thickness 0.065m
Type of super structure RCC
LEVELS
Height of abutment 4m
Clear cover for foundation 75mm
scour depth 3.5m
MATERIAL USED
Grade of concrete (Fck) M35
Design strength of concrete (Fcd) 15.63 Mpa
Grade of steel (Fy) Fe500
Design strength of steel (Fyd) 434.8 Mpa
Coeff of thermal expansion of concrete 1.2 E^05/degree C
Shrinkage strain of concrete 2 E^4
Modulus of elasticity of steel 200000 Mpa
Modulus of elasticity of concrete 32000 Mpa
Mean axial tensile strength of concrete fct 2.8 Mpa
Density of concrete (RCC) 2.5 t/m^3
Density of wearing coat 2.2 t/m^3
SOIL PARAMETER
Density of dry backfill 2 t/m^3
Density of submerged backfill 1 t/m^3
Type of soil Medium soil
Coeff of friction 0.5
k(active) 0.33
Vertical capacity 300 t
Horizotal capacity 40 t
DEAD LOAD
Total weight of superstructure 0 t
DL reaction of right span 730 t
Total reaction on abutment 365 t
Unbalanced Long. Moment 0 tm
Tansverse ecc. Of DL from pier c/l 0 m
Trans. Moment due to unbalanced DL 0 tm
SIDL (except WC)
Weight of crash barrier 1 t/m
Weight of crash barrier 30 t
Total reaction on abutment 15 t
Total long. Moment 0 tm
Transverse ecc.of CB 0 m
Transverse moment of CB 0 tm
SIDL (WC)
Load intensity due to WC 0.22 t/m^2
DL of WC 36.30 t
Total reaction on abutment 18.15 t
Unbaalanced Long. Moment 0 tm
Transverse ecc. Of WC 0 m
Transverse moment due to unbalanced WC 0 tm
SUMMARY
Force at bearing level
Load case Load P Load (min) ML MT HL HT
t t tm tm t t
DL 365 365 0 0 0 0
SIDL 15 15 0 0 0 0
SIDL (WC) 36 36 0 0 0 0
Force at abutment bottom level
Load case Load P Load (min) ML MT HL HT
t t tm tm t t
DL 365 365 0 0 0 0
SIDL 15 15 0 0 0 0
SIDL (WC) 36 36 0 0 0 0
Force at pile cap bottom level
Load case Load P Load (min) ML MT HL HT
t t tm tm t t
DL 365 365 0 0 0 0
SIDL 15 15 0 0 0 0
SIDL (WC) 36 36 0 0 0 0
ABUTMENT CAP
Rectangular part
Length (T-T) 12 m
Length (L-L) 2.65 m
Height 0.775 m
Volume 24.645 m^3
Weight 61.61 t
TRAPEZOIDAL PART
Top length (T-T) 11 m
Bottom Length (T-T) 11 m
Width at top 2.65 m
Width at bottom 2.65 m
Height 0.825 m
Volume 24.05 m^3
Weight 60.12 t
Total weight of pier cap 121.73 t
ABUTMENT SHAFT
Dimension along traffic 1 m
Dimension perpendicular to length 11 m
Area-rectangular part 11 m^2
Height 3.40 m
Volume 37.40 m^3
Area-semicircular 0.39 m^2
Height 3.40 m
Volume 2.67 m^3
Weight 100.17 t
Total weight of substructure 221.91 t
FOUNDATION
Type of foundaion, Pile pile
Pile cap
Length 4.3 m
Length, L-L 12.3 m
Depth 1.5 m
Volume 79.335 m^3
Total weight of foundation 198.34 t
EARTH PRESSURE LOADS
Active & Passive EP Coef
Angle of shear resisrance 30 degree
Density of dry backfill 2 t/M^3
Density of submerged backfill 1 t/m^3
Net SBC 25 t/m^3
Gross SBC (LWL) 33.42 t/m^3
Gross SBC (HFL) 27 t/m^3
Live load surcharge 1.2 m
Type of soil mdium soil
Coefficient of friction 0.5
Alpha 90
Beta 0
Delta 20
Ka 0.33
Kah 0.301
Kav 0.135
Kp 6.105
Kph 5.738
Kpv 2.088
NORMAL CASE-LWL
Force due to earth pressure 99 t
Lever arm, 0.42H 2.1 m
Moment, ML 207.9 tm
LIVE LOAD
One span loaded
1 lane 70R wheeled
Vertical reaction on abutment 60.49 t
Braking force 21.78 t
Change in reaction due to braking force 3.65 t
Maximum vertical force on abutment 64.14 t
Minimum vertical force on abutment 56.84 t
Longitudinal Moment 0.00 tm
Total horizontal force at bearing level 10.89 t
Total horizontal force (Longitudinnal) 10.89 t
Transverse eccentricity 2.91 m
Transverse moment 175.72 tm
1 Lane Class A
Load in left span 0 t
Load in right span 34.29 t
Vertical reaction on abutment 34.29 t
Braking force 10.93 t
Change in reaction due to braking force 1.83 t
Maximum vertical force on abutment 36.12 t
Minimum vertical force on abutment 32.46 t
Longitudinal Moment 0.00 tm
Total horizontal force at bearing level 5.46 t
Total horizontal force (Longitudinnal) 5.46 t
Transverse eccentricity 4.20 m
Transverse moment 144.02 tm
3 Lane Class A
Load in left span 0 t
Load in right span 102.87 t
Vertical reaction on abutment 102.87 t
Braking force 13.66 t
Change in reaction due to braking force 2.29 t
Maximum vertical force on abutment 105.16 t
Minimum vertical force on abutment 100.58 t
Longitudinal Moment 0.00 tm
Total horizontal force at bearing level 6.83 t
Total horizontal force (Longitudinnal) 6.83 t
Transverse eccentricity 0.70m
Transverse moment 72.01 tm
1Lane 70R W + 1 Lane Class A
Load in left span 0 t
Load in right span 94.78 t
Vertical reaction on abutment 94.78 t
Braking force 24.51 t
Change in reaction due to braking force 4.11 t
Maximum vertical force on abutment 98.89 t
Minimum vertical force on abutment 90.67 t
Longitudinal Moment 0.00 tm
Total horizontal force at bearing level 12.26 t
Total horizontal force (Longitudinnal) 12.26 t
Transverse eccentricity 2.905 m
Transverse moment 155.99 tm
SUMMARY
Load Case Pmax Pmin ML MT HL HT
t t tm tm t t
1-70R 64.14 56.84 0 175.72 10.89 0
1-CL-A 36.12 32.46 0 144.02 5.46 0
3-CL-A 105.16 100.58 0 72.01 6.83 0
1-70R+CLA 98.89 90.67 0 155.99 12.26 0
Force at pile cap bottom level
Load Case Pmax Pmin ML MT HL HT
t t tm tm t t
LL1 105.16 100.58 44.39 72.01 6.83 0
LL2 98.89 90.67 79.66 155.99 12.26 0
CALCULATION OF LIVE LOAD INTENSITY (28 m span)
1.0) Eff. Width of tyres and load distributionn for different vehicular loadings
A) Class 70R Vehical
Load on one tyre 200/4 50 kN
Max. tyre pressure 527.3 kN/m^2
Contact area 50/527.3 0.094822682
Width of contact 410-50 360 mm
Breadth 948.23/36 263.4 mm
Contact area 360mm*263mm
Min. clear distance from kerb to the edge of the end wheel = 1200 mm
Effective width= Aa(1-a/Io)+b1(Refer annex B-3.2(2) of IRC:112-2011)
Io= Effective span 28 m
a = The distance of c.g of the concentrated load from nearere support 14 m
Wearing coat/ filling thickness 0.075 m
Thickness of deck slab 1.00 m
Contact width of tyre ii a direction perpendicular to the span 0.36 m
b1 0.51 m
b= width of the slab 12 m
b/Io 0.429 m
a(Refer annnex B-3.2(2)of IRC:112-2011) 1.5 m
Effective width= Aa(1-a/Io)+b1(Refer annex B-3.2(2) of IRC:112-2011) 7.23 m
>2.38 m
Width of crash barrier 0.5 m
Clear distance between kerb and wheel 1.2 m
Wheel dimension perp. To span 0.41 m
Distance from outer edge of kerb to c.g of wheel 1.905 m
Effective width for design 8.44 m
Length of slab in traffic direction 24 m
Dispersion along span direction(Refer annex B-3.3 of IRC:112-2011) 3.24 m
>
Distance between the axles in the dir. Of traffic 1.22 m
Dispersion width fro calculation 3.633 m
Total load 400.0 Kn
Dispersion area 30.67 m^2
Load per unit 13.04 kN/m^2
Impact factor 1.21
Load per unit area with impact 15.8 kN/m^2
(II)AXLE-"m"
Contact size 360mm*263mm
Min. clear distance from kerb to the edge of the end wheel = 1200 mm
Effective width= Aa(1-a/Io)+b1(Refer annex B-3.2(2) of IRC:112-2011)
Io= Effective span 28 m
a = The distance of c.g of the concentrated load from nearere support 14 m
Wearing coat/ filling thickness 0.075 m
Thickness of deck slab 1 m
Contact width of tyre ii a direction perpendicular to the span 0.36 m
b1 0.51 m
b= width of the slab 12 m
b/Io 0.80 m
a(Refer annnex B-3.2(2)of IRC:112-2011) 2.08
Effective width= Aa(1-a/Io)+b1(Refer annex B-3.2(2) of IRC:112-2011) 8.31 m
2.38 m
Width of crash barrier 0.5 m
Clear distance between kerb and wheel 1.2 m
Wheel dimension perp. To span 0 m
Distance from outer edge of kerb to c.g of wheel 1.7 m
Effective width for design 8.24 m
Length of slab in traffic direction 28 m
Dispersion along span direction ((refer annex B-3-3 of IRC: 112-2011)) 2.41 m
>
Distance between axel in traffic direction 1.22 m
Dispersion width calculation 3.63 m
Total load 400.0 kN
Dispersion area 29.92 m^2
Load per unit area 13.37kN/m^2
Impact factor (Refer CL.208 of IRC:6-2010) 1.21
Load per unit area with impact 16.18 kN/m^2
(III) Axle-"n"
Load on single tyre=200/8 25 kN
Max. tyre pressure 527.3 kN/m^2
Area of conntact for tyre 2500/527.3 47411 mm^2
Width of contact for tyre=230-50= 180 mm
Breadth of tyre 474.11/18 263.40 mm
Contact size 180mm*263mm
Min clear sistance from kerb to the edge of the end wheel 1200 mm
Effective width=aa(1-a/Io)+b1(Reffer annex B.-3.2(2) of IRC:112-2011)
Io= Effective span 28 m
a=The diatance of c.g of the concentrated load from nearer support 14 m
Wearing coat/filling thickness 0 m
Thickness of deck slab 1 m
Contact width of the tyre ii a direction perpendicular to the span 0.18 m
b1 0.18 m
b= width of the slab 12 m
b/Io 0.429 m
a(Refer annex B.3.2(2) od IRC:112-2011) 2.60 m
Effective width 9.93 m
>2.56 m
Width of crach barrier 0.5 m
clear disttance between kerb and wheel 1.2 m
Wheel dimension perp. To span 0.23 m
Distaance from outer edge to kerb to c.g of wheel 1.815 m
Effective width for design 9.34 m
Length of slab in traffic direction 15 m
Dispersion along the span direction ((Refer annex B.3.3 of IRC:112-*2011)) 4.634 m
Distance between axel in traffic direction 1.22 m
Dispersion width for calculation 5.85 m
Total load 400.0 kN
Dispersion area 54.68 m^2
Load per unitt area 7.3 kN/m^2
Impact factpr(Refer Cl.208 of IRC:6-2010) 1.21
Load per unit area with impact 8.85 kn/m^2
B) Class-A Vehical
Min clear sistance from kerb to the edge of the end wheel 150 mm
Effective width=aa(1-a/Io)+b1(Reffer annex B.-3.2(2) of IRC:112-2011) 1200 mm
Io= Effective span 28 m
a=The diatance of c.g of the concentrated load from nearer support 14 m
Wearing coat/filling thickness 0.1 m
Thickness of deck slab 1 m
Contact width of the tyre ii a direction perpendicular to the span 0.5 m
b1 0.65 m
b= width of the slab 12 m
b/Io 0.8 m
a(Refer annex B.3.2(2) od IRC:112-2011) 2.08 m
Effective width 8.45 m
>1.8 m
Width of crach barrier 0.5 m
clear disttance between kerb and wheel 0.15 m
Wheel dimension perp. To span 0.5 m
Distaance from outer edge to kerb to c.g of wheel 0.9 m
Effective width for design 6.93 m
Length of slab in traffic direction 24 m
Dispersion along the span direction ((Refer annex B.3.3 of IRC:112-*2011)) 2.40 m
Distance between axel in traffic direction >1.2 m
Dispersion width for calculation 3.6 m
Total load 228 kN
Dispersion area 24.96 m^3
Load per unitt area 9.1 kN/m^2
Impact factpr(Refer Cl.208 of IRC:6-2010) 1.21
Load per unit area with impact 11.11 kN/m
Class 70R tracked vehical
Total load 700 kN
Length of vehicall in span direction 4.57 m
Load per meter run 153.2 kN/m
Dimension of tyre in the direction perpendicular to span 0.85 m
Min clear sistance from kerb to the edge of the end wheel 2.05 m
Effective width=aa(1-a/Io)+b1(Reffer annex B.-3.2(2) of IRC:112-2011)
Io= Effective span 28 m
a=The diatance of c.g of the concentrated load from nearer support 14 m
Wearing coat/filling thickness 0.1 m
Thickness of deck slab 1 m
Contact width of the tyre ii a direction perpendicular to the span 0.85 m
b1 1 m
b= width of the slab 12 m
b/Io 0.80 m
a(Refer annex B.3.2(2) od IRC:112-2011) 2.05 m
Effective width 8.80 m
>2.05 m
Width of crach barrier 0.5 m
clear disttance between kerb and wheel 1.2 m
Wheel dimension perp. To span 0.85 m
Distaance from outer edge to kerb to c.g of wheel 2.123 m
Effective width for design 8.58 m
Total load 153.2 t/m
Dispersion width 8.58 m
Load per unitt area 17.9 kN/m^2
Impact factpr(Refer Cl.208 of IRC:6-2010) 1.1
Load per unit area with impact 19.65 kN/m^2
Vehical Load (kN/m2)
70R-Axel I 15.783
70R-Axel m 16.176
70R-Axle n 8.852
Class A 11.105
70R-Track 19.649
Design LL intensity for analysis 16.65 kN/m^2
Combination of load for design of foundation
Footing bottom level
Maximum reaction case
Load Unfactored Factor factored
Pmax Pmin ML MT HL HT Pmax Pmin ML MT HL HT
t t tm tm t t t t tm tm t t
DL+Superstructure 365 365 0 0 0 0 1.35 492.75 492.75 0 0 0 0
SIDL (Without WC) 15 15 0 0 0 0 1.35 20.25 20.25 0 0 0 0
Wearing Coat 36.3 36.3 0 0 0 0 1.75 63.53 63.53 0 0 0 0
LL-1 105.16 100.58 44.39 72.01 6.83 0 1.5 157.74 150.87 66.58 108.01 10.24 0
LL-2 98.89 90.67 79.66 155.99 12.26 0 1.5 148.33 136.01 119.49 233.98 18.38 0
Weight of substructure 221.91 221.91 0 0 0 0 1.35 299.57 299.57 0 0 0 0
Weight of soil above ftg 0 0 0 0 0 0 1.35 0 0 0 0 0 0
Pilecap weight 198.34 198.34 0 0 0 0 1.35 267.76 267.76 0 0 0 0
Total forces (LL1) 801.7 797.12 44.39 72.01 6.83 0 Total forces (LL1) 1112.59 1105.73 66.58 108.01 10.24 0
Total forces (LL2) 795.43 787.21 79.66 155.99 12.26 0 Total forces (LL2) 1103.19 1090.86 119.49 233.98 18.38 0
Unfactored Pmax Pmin ML MT HL HT factored Pmax Pmin ML MT HL HT
Total forces (LL1) 801.7 797.12 44.39 72.01 6.83 0 Total forces (LL1) 1112.59 1105.73 66.58 108.01 10.24 0
Total forces (LL2) 795.43 787.21 79.66 155.99 12.26 0 Total forces (LL2) 1103.19 1099.86 119.49 233.98 18.38 0
Pile check unfactored
Length of pile cap along X= 12.3 m
Length of pile cap along Y= 5.1 m
Thickness of pile cap 1.5 m
Area of pile cap 62.73 m^2
Density of concrete 25 kN/m^2
Weight of pile cap 2352 kN
Diameter of piles 1.2 m
No of piles X-Dir Y-Dir
Total No of piles (n) 8 4 2
Distance between piles along X 3.6 m (Across traffic)
Distance between piles along Y 3.6 m (Along traffic direction)
Pile No
Sr.No 1 2 3 4 5 6 7 8
xi(m) -5.4 -1.8 1.8 5.4 -5.4 -1.8 1.8 5.4
yi(m) 1.8 1.8 1.8 1.8 -1.8 -1.8 -1.8 -1.8
xi-CGx -4.5 -0.9 2.7 6.3 -4.5 -0.9 2.7 6.3
yi-Cgy 1.8 1.8 1.8 1.8 -1.8 -1.8 -1.8 -1.8
Zyi (m) -27.36 -136.8 19.54 19.54 -27.36 -27.36 45.6 19.54
Zxi (m) 14.4 14.4 14.4 14.4 -14.4 -14.4 -14.4 -14.4
Sum(x^2) 129.6 m^2
Sum(y^2) 25.92^2
Load on each pile= {P/n}+-{Mx.x/sum(x^2)}+-{My.y/sum(y^2)}
Where
P= Vertical load on pile cap
n= Number of pile in the group
Mx= Total moment due to force in X-axis
My= Total moment due to force in Y-axis
Sum(x^2)= Sum of square of distance of piles in x direction
Sum(y^2)= Sum of square of distance of piles in Y direction
x= Distance of piles froms the Y axis
Y= Distance of piles from the X axis
Load on each pile= {P/n}+-{Mx.x/sum(x^2)}+-{My.y/sum(y^2)}
Where
n=8
Sum(Yi)= Sum(x^2)/x -72
Sum(Xi)= Sum(y^2)/y 14.4
Hence load on each pile
Load case P1 P2 P3 P4 P5 P6 P7 P8
1 129.7 131.7 133.7 135.7 123.53 125.53 127.53 129.53
2 127.87 132.2 136.53 140.86 116.8 121.13 125.47 129.8
Maximum axial force 140.86 t ok
Minimum axial force 116.80 t ok
Horizontal load
Pile check factored
Length of pile cap along X 12.3 m
Length of pile cap along Y 5.1 m
Thickness of pile cap 1.5 m
Area of pile cap 62.73 m^2
Density of concrete 25 kN/m^3
Weight of pile cap 2352 kN
Diameter of piles 1.2 m
No. of pile X-Dir Y-Dir
Total no. of piles (n) 8 4 2
Distance between piles along 3.6 m (Across Traffic)
Distance between piles along 3.6 m (Along Traffic direction)
Sr.No 1 2 3 4 5 6 7 8
xi(m) -5.4 -1.8 1.8 5.4 -5.4 -1.8 1.8 5.4
yi(m) 1.8 1.8 1.8 1.8 -1.8 -1.8 -1.8 -1.8
xi-CGx -4.5 -0.9 2.7 6.3 -4.5 -0.9 2.7 6.3
yi-Cgy 1.8 1.8 1.8 1.8 -1.8 -1.8 -1.8 -1.8
Zyi (m) -27.36 -136.8 45.6 19.54 -27.36 -136.8 45.6 19.54
Zxi (m) 14.4 14.4 14.4 14.4 -14.4 -14.4 -14.4 -14.4
Sum(x^2) 129.6 m^2
Sum(y^2) 25.92 m^2
Load on each pile= {P/n}+-{Mx.x/sum(x^2)}+-{My.y/sum(y^2)}
Where
P= Vertical load on pile cap
n= Number of pile in the group
Mx= Total moment due to force in X-axis
My= Total moment due to force in Y-axis
Sum(x^2)= Sum of square of distance of piles in x direction
Sum(y^2)= Sum of square of distance of piles in Y direction
x= Distance of piles froms the Y axis
Y= Distance of piles from the X axis
Load on each pile= {P/n}+-{Mx.x/sum(x^2)}+-{My.y/sum(y^2)}
Where
n= 8
Sum(Yi)= Sum(x^2)/x -72
Sum(Xi)= Sum(y^2)/y 14.4
Hence load on each pile
Load case P1 P2 P3 P4 P5 P6 P7 P8
1 139.2 142.2 145.2 148.2 129.95 132.95 135.95 138.95
2 117.91 124.41 130.9 137.4 101.31 107.81 114.31 120.81
Maximum axial force 148.20 t
Minimum axial force 101.31 t
Self weight of pile = 14.1 t
Maximum load 132.34 t
Minimum load 134.06 t
Horizontal capacity of pile
Dia of pile , D 1200 mm
E 32000 Mpa
I= Pie*d^4/64 1.01788E+11 mm^4
Depth of fixity of pile,T= [EI/Hh]^0.2
EI 3257203 kN/m^2
Hh 5479 kN/m^2
T 3.59 m
Free standing length L1= 3.572 m
zf/T 1.88
Hence,zf= 12.35 m
Horizontal load capacity of pile:
The safe lateral resistance of pile are worked out as per Amend. No6. to CL.709.3.5 of IRC:78-2014
The deflection of the founding (fixity) level is zero. The lateral resistance of single pile shall be not more that 1.0% of pile data
Deflection of pile cut-off level,Y=1% of dia 1200 0.12 m
Safe lateral resistance, Q= 12EI*y/(L1+Lf)3 116.2 kN
DESIGN OF PILE (ULS CONDITION)
Calculate range of safe loads for a column section with given concrete grade and reinforcement
Pile diameter 1200 mm
Concrete grade M35
Yield strength of steel,fy 500 Mpa
Clear cover 75 mm
d'= 75+(20/2) 85 mm
d'/D 0.071
d= (1200-2x-20) 1030 mm
Area of pile 1.1304 m^2
Reinforcement 16 nos 20 dia bars
Bar are uniformly spaced, 1layer
Total,Ast 5027 mm^2
Spacing of bars 198 mm< 200 mm
Spacing OK as per CL.16.2.2.(2), IRC 112.2011
% of reinforcement 0.44%
Minimum % of main reinforcement
Minimum reinforcement= 0.1Ned/fyd>0.002Ac as per CL. 709.4.4,IRC 78:2014
Ned=9kN 0.4% Ac= 4524 mm^2
0.1Ned/fyd= 2 mm^2 OK
0.002 Ac= 2262 mm^2 OK
&<4% OK as per CL.16.2.2, IRC 112:2011 & <2.5% OK
P M Mu status
Load case t tm tm
1 162.34 6.79 1121.27 OK
2 151.54 9.34 1116.79 OK

Pilecap Design
Critical section for BM is at the face of pire
Total pile reaction on one side of critical section
P1+P5 405.10 kN
P4+P8 287.15 kN
Max 405.10 kN
Leverarm = 0.5*(10.800-1.772) 4.514
Maximum BM= 405.1*4.514= 1828.52 kN
Eff.Depth req d = sqrt(M/(k*fck*b))
Xumax/d 0.456 K=0.134
d req = sqrt(1.828.52*10^6/(0.1338*35*5100)) 276.7329 mm
Dia of reinforcement 25 mm
Eff. Depth available, d 1500-75-25-12.5 1387.5mm> reqd. OK
Area of steel
R= 1829*10^6/(5100*1387.5^2) 0.186236
Ast 3049 mm^2
Provide 25mm dia @ 150 mm C/C in 1 layer Ast provided 16689.7 mm^2, OK
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