Triple Pier - Pile IRC 112

4 - laning of Coimbatore-Mettupalayam section of NH-67 Draft Detailed Project Report
From Km 323/850 to Km 377/872 in the state of Tamilnadu Design of Triple column Pier
Design of Triple Column Pier with Pile foundation
Bridge at KM
1. Introduction :-
Design of Triple column pier and Pile foundation is presented in the following pages.
2. Brief Description of Structure:-
The Pier comprises of Solid Circular column of 3 nos with Capping beam R.C.C
construction. The foundation comprises of R.C.C solid pile cap supported on R.C.C Bored
cast-in-situ piles.
3. Design Parameters:-
The design parameters shall be as follows:-
* Dead Load - i) Dead Load of Superstructure

ii) Dead Load of substructure and foundation
* Live Load - I) Class - A - 2 lane (or) Class 70R wheeled - 1 lane (or)
Class 70R Tracked - 1 lane
* Wind Forces - Considered as per clause - 212 of IRC: 6-2014
* Seismic Forces - For Zone - III as per clause - 219 of IRC : 6-2014
NHAI Mukesh & Associates

Input data's:
Sl. No Description
1 Formation Level 303.000
2 Thickness of wearing coat 65 mm
3 Top of deck slab excluding wearing coat 302.935
4 Bottom of deck (BOD) 300.250
5 Highest Flood Level (HFL) 295.000
6 Top of Pier Cap 299.992
7 Founding Level 272.200
8 Bed level / Top of Pile cap 287.500

Scour Depth 3.177 m
9 Maximum Scour Level 284.323
10 Depth of pile cap 1.800 m

11 Bottom of Pile cap 285.700
12 Number of piles 6
13 Diameter of pile 1200 mm
14 A) Grade of Concrete for pile & pilecap 35
B) Grade of Concrete for pier & piercap 30
15 Grade of Steel Fe 500
16 Unit weight of Concrete - for RCC 25 KN / m2

- for PSC 25 KN / m2
Unit weight of Concrete(W.C) 22 KN / m2
17 C/C of Expansion Joint 29 m
18 C/C of bearing 27.6
19 Width of the deck slab 12.50 m
20 Width of the carriageway 9.50 m
21 Thickness of wearing coat 65 mm
22 Width of footpath 1.5 m
404

22 Thickness of Kerb 275 mm at outer edge

225 mm at inner edge
23 Diameter of Column 2000 mm
24 Number of Columns 3 Nos
25 Length of pier cap 10.50 m
26 Width of Pier cap 2.60 m
27 Number of Bearings 4 Nos
28 Bearing Size 600 x 600 x 108

Pedestal Size 900 x 900 x
29 Unit weight of water, γ 10 KN/m3
Stress in concrete - N /mm2 Normal Seismic

30 For M30 13.40 20.100
For M35 15.63 23.45
Normal Seismic
31 Stress in steel - N /mm 2
348 521.7391
32 Velocity of flow 2.832 m/sec
33 Nature of crossing square

10500
750 3000 3000 3000 750 BOD - 300.250
150 225 300 375 299.992
1500
298.492
750 750
HFL - 295.000
1750 3500 3500 1750
5.4960
1500
650
10.992 Tie Beam

300 x 650 2000
5.4960
287.500
1.8
285.700
1200 Founding level

Dia 272.200
1400 3600 3600 1400
10000 (Square)
Section A-A
2.6 m
0.6 0.7 0.7 0.6

299.992
1500
298.492
0.3
2.00 m Dia
287.500
1.8 m
285.700
800 3600 800

Founding Level
272.2
5200 (square)
Section B-B

5200
1400
3600
1200 mm dia
10000
3600
1400
800 3600 800
Plan View Dimension Detail of pile & pilecap
Note:
Sq: Length in square direction
Sk: Length in skew direction

Diagram for the computation of Self weight of superstructure
1625 1000 2000 1000 2000 1000 1625
300
187.5 150
150 x )H(
150 x )H( 150x )H( 37.5 (V) 150 x )H( 37.5 (V) 37.5 )V(
37.5 (V)
700 mm 1912.5 1800 2400mm
mm
300
2125 3000 3000 2125
1625 350 300 350 2000 350 300 350 2000 350 350 1625
300
DONT TAKE
2
300 6 300
150 225 0 150
350 (H) x
75 (V) 350 x )H( 75 (V) 350 (H) x 75 (V) 350 x )H(
300 75 )V(
1375 m 1800
200 2400 mm
200
300
700
2125 3000 3000 2125
1080 6700 6700 6700 6700
400
300 300 300 400
700 300
300 300
730 150 2250 2250 17800 mm 2250 2250 150

1080 26800 mm (C/C of Bearing - Effective span) 1080
28960 mm (C/C of Expansion joint)

Draft Detailed Project Report
4 - Laning of Coimbatore-Mettupalayam section of NH-67
Design of Abutment: SB-3/1
From Km 323/850 to Km 377/872 in the state of Tamilnadu
Diagram for the computation of Self weight of superstructure
1137.5 300 150 150 150 150 150 150 300

625 2075 625 2075 625 2075 625 1137.5
250
350
325
300 (H) x 300 (H) x
100 (V) 150 (H) x 75 (V) 150 (H) x 75 (V) 150 (H) x 75 (V) 100 (V)
1.45 m
1.775 2.375
625
1750 3000 3000 3000 1750
End Section
1137.5 450 325 300 300 300 300 300 300 450
2075 325 2075 325 2075 325 1137.5
250
400
300 (H) x 150 (V) 300 (H) x 150 (V) 450 (H) x
450 (H) x 300 (H) x 150 (V) 150 (V)
150 (V) 325 1.3 2.675 m 1.45 m
200 2.1
200 625 150 m
250
1750 3000 3000 3000
1750
Mid Section
1050 11430
300
300
625 325
1500 1500 mm 1500 1500

24960 mm (C/C of Expansion joint)
Sectional Plan
Note: All dimensions are in mm unless otherwise noted.

4 - laning of Coimbatore-Mettupalayam NH 67 from Draft Detailed Project Report
Km 323/850 to Km 377/872 in the state of Tamilnadu Design of Pier CB-17/1
Calculation of maximum live load Reaction:-
One span loaded condition
i) Class A - 2 lane:-
114 114 68 68 68 68 3.460 m
1.2 m 4.3 m 3m 3m 3m 3.100

0.84
0.36 17.24 0.36
RA RB
Taking moment about A
RB = 155.27 KN RA = 344.73 KN
For 2-lanes RB = 310.54 KN RA = 689.46 KN
Horizontal force due to braking , fh = 0.2 x 500.0 = 100.00 KN
fh / support = 100.00 / 2 = 50 KN
HL = 50.00 KN
Moment due to HL at top of pilecap = 50.00 x 428.829 - 424.328 = 225.05 KN.m
Moment due to HL at bottom of pilecap = 50.00 x 428.829 - 422.528 = 315.05 KN.m
Vertical reaction over pier cap = 100.00 x 1.2 + 0.065 + 1.8

17.24
= 17.78 KN
Total vertical load = 689.46 + 17.78 = 707.24 KN
Moment due to vertical reaction = 707.24 x 0.3800 = 268.75 KN.m
Total ML at top of pilecap = 268.75 + 225.05 = 493.80 KN.m
Total ML at bottom of pilecap = 268.75 + 315.05 = 583.80 KN.m
1.8 1.7 1.8 0.4
0.75 8.500
0.5 m 3.55 0.5
5.125 m
Transverse Eccentricity = 1.575 m (Square)
Transverse moment M t = 689.46 x 1.575 = 1085.900 KN.m
NHAI 59 Mukesh & Associates

ii) 70 R wheeled: -
170 KN 170 KN 170 KN 170 KN 120 KN 80 KN

120 KN 4.200
1.37 m 3.05 m 1.37 m 2.13 m 1.52 3.96 m
1.01 m
0.36 m 17.24 0.36 m
RA RB
RB = 276.320 KN RA = 723.680 KN
1.93 1.63
0.50 0.75 8.500

0 5.125 m 3.095 0.5
Transverse moment, Mt = 723.680 x 2.030 = 1469.070 KN.m
Horizontal force due to braking, HL = 0.2 x 1000 = 200.000 KN
Fh / support = 200 ./ 2= 100 KN
HL = 100 KN

17.24
= 35.56 KN

iii) Class - 70r Tracked
4.57 m
5 700 KN
2.285 m 2.285 m
2
1.925 m
0 0.36 17.24 m 0.36
RA RB

RB = 78.16 KN RA = 621.84 KN
2.06 1.62
0.50 0.75 8.500

0 5.125 m 3.15 0.5
Transverse moment = 621.84 x 1.975 = 1228.13 KN.m
Horizontal force due to braking (HL) = 0.2 x 700 = 140.000 KN
fh / support = 140 / 2= 70 KN
HL = 70 KN.m
Moment due to HL at top of pilecap = 70 x 428.829 - 424.328 = 315.07 KN.m
Moment due to HL at bottom of pilecap = 70 x 428.829 - 422.528 = 441.07 KN.m

17.24
= 24.89 KN




Two span loaded condition:-
i) Class - A -2 lane:-
68 68 68 68 114
3.12 3 3 3 4.3 1.20
0.36 17.24 0.38

RA RB
Taking moment about A,
RB x 17.24 = 68 x 3.12 + 68 x 6.12 + 68 x 9.12 + 68 x 12.12
Taking moment about D,
RC x 17.24 = 27 x 13.32 + 27 x 14.42 = 748.98 = 43.44 KN

17.24
Maximum load on pier cap (Reaction at B & C) = 345.31 + 43.44 = 388.75 KN
for 2 lanes = 388.75 x 2= 777.5 KN
Load on first span = 500 KN
Load on second span = 54 KN
Horizontal braking force = 0.2 x 500.00 + 0.2 x 54 = 110.8 = 55.4 KN

per support 2
HL = 55.4 KN
Moment due to HL at top of pilecap = 55.40 x 428.829 - 424.328 = 249.36 KN
Moment due to HL at bottom of pilecap = 55.40 x 428.829 - 422.528 = 349.08 KN
Vertical reaction on first span= 0.2 x 500 x 1.2 + 0.065 + 1.8 = 17.78
17.24
Vertical reaction on second span= 0.2 x 54 x 1.2 + 0.065 + 1.8 = 1.92

17.24
17.78
0.36 17.24 0.38
Net force

Moment due to vertical reaction = 345.31 - 43.44 x 2 + 15.86 x 0.380 = 235.45
Transverse eccenticity = 1.575 m
Transverse moment, Mt = 777.50 x 1.575 = 1224.560 KN.m
ii). 70 R Wheeled:-
170 170 170

11.83 1.37 3.05 1.37
0.36 RA 17.24 0.38

RB
Taking moment about A,
RB x 17.24 = 170 x 11.83 + 170 x 13.20 + 170 x 16.25 + 170

Taking moment about D,
RC x 17.24 = 80 x 10.01 + 120 x 13.97 + 120 x 15.49 = 4336

17.24
Maximum load on Pier cap = RB + RC = 580.80 + 251.51 = 832.31 KN
Maximum load on first span = 680 KN
Maximum load on second span = 320 KN
Horizontal braking force = 20 x 1000 = 200 = 100 KN

per support 100 2
HL = 100 KN
Moment due to HL at top of pilecap = 100 x 428.829 - 424.328 = 450.1 KN.m
Moment due to HL at bottom of pilecap = 100 x 428.829 - 422.528 = 630.1 KN.m
Vertical reaction first span: = 0.2 x 680 x 1.2 + 0.065 + 1.8 = 24.18
17.24
Vertical reaction on second span = 0.2 x 320 x 1.2 + 0.065 + 1.8 = 11.38
17.24
Net force = 24.18 - 11.38 = 12.80 KN

24.18
0.36 17.24 0.38
Transverse eccenticity, et = 2.03 m
Transverse moment , Mt = 832.31 x 2.03 = 1689.59 KN.m
Moment due to vertical reaction = 580.80 - 251.51 + 12.80 x 0.380 = 129.99 KN.m
Total ML at bottom of pilecap = 129.99 + 630.1 = 760.09 0
iii) 70 R tracked:
4.57
2.285 m
0.36 RA 17.24 RB 0.38
Taking moment about A, RB x 17.24 = 700 x 2.285 x 16.478 = 334.52 KN

4.57
RB = RC = 334.52 KN
Maximum load on pier cap = 334.52 + 334.52 = 669.04 KN
Maximum load on first span = 350 KN
Maximum load on second span = 350 KN
Vertical reaction on first span = Second span = 0.2 x 350 x 1.2 + 0.065 + 1.8
17.24
Net force = 12.44 - 12.44 = 0.00 KN
Transverse moment, M t = 669.04 x 1.975 = 1321.35 KN m
Horizontal braking force = 20 x 700 = 140 = 70 KN

per support 100 2
HL = 70 KN
Total ML at top of pilecap = 315.07 KN.m
Total ML at bottom of pilecap = 441.07 KN.m

114 27 27
3.20 1.1 13.32
0.38 17.24 0.36

RC RD
+ 114 x 16.42 + 114 x 17.62 = 5953.2 = 345.31 KN

17.24
KN
KN
1.92
0.38 17.24 0.36
= 17.78 - 1.92 = 15.86 KN

KN.m
170 120 120 80

2.13 1.52 3.96 10.01
0.38 17.24 0.36

RC RD
x 17.62 = 10013 = 580.80 KN

17.24

= 251.51 KN
KN
KN
11.38
0.38 17.24 0.36
700
4.57
2.285
0.38 RC 17.24 RD 0.36

= 12.44 KN

Design of Abutment
Self Weight of Super structure:
Deck Slab at mid span:
= 0.2 + 0.3 x 1.7125 x 2 + 0.3 + 0.35 x 0.325 x 2 + 0.35 + 0.2 x

2 2 2
0.3 x 6 + 0.35 x 0.325 x 2 + 0.2 x 1.725 x 3 x 24 = 67.8 KN /m
Deck slab at End Span:
0.2 + 0.3 x 1.7125 x 2 + 0.3 + 0.275 x 0.625 x 2 + 0.275 + 0.2 x

2 2 2
0.15 x 6 + 0.275 x 0.625 x 2 + 0.2 x 1.725 x 3 x 24 = 67.4 KN /m
Total weight / support due to deck slab =
67.8 x 14.96 + 67.4 x 1 x 2 + 67.8 + 67.4 x 1.5 x 2 +

2 2
0.5 x 0.144 x 5.75 x 24 x 2 x 19.96 = 1072.59

KN / Support
Longitudinal girder at midspan:
0.625 x 0.25 + 0.625 + 0.325 x 0.15 + 0.325 x 1.28 x 24 x 4 = 61.78 KN / m

2
Longitudinal girder at Endspan:
0.625 x 1.755 x 4 x 24 = 105.3 KN / m
Total weight of Longitudinal girder / support:
61.78 x 14.96 + 105.3 x 1 x 2 + 61.78 + 105.3 x 2 x 1.5 2

2
= 692.72 KN / support
Weight of middle cross girder = 2.325 x 1.43 x 0.3 x 3 x 24 -
0.5 x 0.3 x 0.15 x 0.3 x 24 x 6 = 70.84 KN
Weight of End cross girder = 2.025 x 1.43 x 0.3 x 3 x 2 x 24

= 122.67 KN
- 0.5 x 0.15 x 0.075 x 3 x 24 x 6
193.51 KN
Total weight of cross girder / support = 193.51 = 96.755 KN / support

2
Input for loads from superstructure for 29m span 29m span
Total DL of PSC Girders 149.2 Tons 149.2 Tons
Total DL of Deck slab 128 Tons 128 Tons
Total Dead Load of Girders and slab = 1072.59 + 692.72 + 96.755 = 277.2 KN / support
Madurai Corporation Mukesh & Associates

Design of Abutment
Self weight of super imposed Dead Load:

Hand Rail:-
No of posts proposed = 29 = 20 Nos.
1.5
Hand Rail - 150 x 150

Hand Post - 200 x 250
1100
Kerb - 300 x 400 400
= 0.3 x 0.4 x 25 + 0.15 x 0.15 x 25 x 3+
0.2 x 0.25 x 1.1 x 25 x 20 = 5.64 KN / m

29
Total weight of Hand rail and hand Post / support
= 5.64 x 29 x 1= 81.78 KN / support

2
Crash barrier:-
Area = 0.309 m 2
= 0.309 x 25 = 7.73 KN / m
Total weight of crash barrier / support = 7.73 x 29 x 2 2 = 224.17 KN / support
Wearing coat:
= 0.065 x 22 x 9.50 x 29 = 196.98 KN / support 49.245

2
PCC fill in foot path:
= 0.3 + 0.34 x 1.5 x 25 = 12 KN / m

2
Total weight = 12 x 29 = 348 KN
Total weight of PCC fill per support = 348 x 1= 174 KN / support

2
Foot path live load:
Taking live load as. 404 Kg/m2 as per clause 206 . 1 of IRC : 6 - 2014
Footpath live load / supP = P' - 40L - 300

9
= 500 - 40 x 24.96 = 422.4 Kg/m2 = 4.22 Kn/m2

9
= 4.22 x 1.5 x 29 = 183.57 2= 91.785 KN / support
Total Super Imposed Dead Load = 0+ 224.17 + 196.98 + 174 + 91.785 = 687 KN / support
Total Load on pier due to DL + SDL of superstructure = 964.2 KN
Madurai Corporation Mukesh & Associates

Analysis of R.C Slab in transverse direction
Class A vehicles:
Case (i) Minimum edge distance from left side
0.5 6.450 0.5
W1 W2 W3 W4
0.4 1.8 1.7 1.8
0.5 0.750
1.5
1.75 3.00 3.00 3.00 1.75
Case (ii) Minimum edge distance from right side
0.5 9.850 0.5
W1 W2 W3 W4
4.55 1.8 1.7 1.8 0.4
0.5 0.750
1.5
1.75 3.00 3.00 3.00 1.75
Case (iii) Concentric with deck :
Class A-2 lane concentric with girder position will not place on the deck because the minimum edge
distance is not satisfied.
0.5 0.5
W1 W2 W3 W4
1.8 1.7 1.8
0.5
1.5
1.75 3.00 3.00 3.00 1.75

70R Wheeled vehicle:
Case (i) minimum edge distance from left side:
0.5
4.310
W1 W2
1.630 1.93
1.5 0.75
0.5
1.75 3.00 3.00 3.00 1.75
Case (ii) Concentric with deck :
0.5
5.465
W1 W2
1.93
1.5 0.75
0.5
1.75 3.00 3.00 3.00 1.75
Case (iii) minimum edge distance from right side:
0.5
8.620
W1 W2
1.93 1.630 0.5
1.5 0.75
0.5
1.75 3.00 3.00 3.00 1.75

70-R Tracked vehicle.
Case (i) Minimum edge distance from left side :
0.5
4.400
W1 W2
1.620 2.03
1.5 0.75
0.5
1.75 3.00 3.00 3.00 1.75
Case (iii) Concentric with deck :
0.5
`
5.515
W1 W2
2.03
.
0.5 1.5
2.125 3.00 3.00 3.00 2.125
Case (i) Minimum edge distance from right side :
0.5
9.005 W1 W2
2.03 1.62 0.5
.
0.2 1.5
2.125 3.00 3.00 3.00 2.125

CALCULATION OF LIVE LOAD REACTIONS
PIER LOAD CASE
Two Spans Loaded Case

Span length 27.6 m for shorter span
Class 70R Loads and spacing
8.0 12.0 12.0 17.0 17.0 17.0 17.0
3.96 1.52 2.13 1.37 3.05 1.37
Class 70R placed on deck
8.28 CG
8.0 12.0 12.0 17.0 17.0 17.0 17.0
3.96 1.52 2.13 1.37 3.05 1.37
0.7 27.6 1.4 27.6
A B C D
RA = 128.6 27.6 = 4.66 T RB = 49 - 4.66 = 44 T
RD = 127.2 27.6 = 4.61 T RC = 51.0 - 4.61 = 46.4 T

RB+RC= 100.0 - 4.66 - 4.61 = 91 T
Class A placed on deck
9.09 CG
2.7 2.7 11.4 11.4 6.8 6.8 6.8 6.8
1.1 3.2 1.2 4.3 3.0 3.0 3.0
0.7 27.6 1.4 27.6
A B C D
Total load = 55.4 T

Total load length = 18.8 m
RA = 121.9 27.6 = 4.42 T RB = 28.2 - 4.42 = 24 T
RD = 61.4 27.6 = 2.22 T RC = 27.2 - 2.22 = 25 T

RB+RC= 55.4 - 4.42 - 2.22 = 49 T
PIER LOAD CASE
One Spans Loaded Case

Span length 27.6 m for shorter span
Class 70R Loads and spacing
8.0 12.0 12.0 17.0 17.0 17.0 17.0
3.96 1.52 2.13 1.37 3.05 1.37
Class 70R placed on deck
8.28 CG
8.0 12.0 12.0 17.0 17.0 17.0 17.0
3.96 1.52 2.13 1.37 3.05 1.37
0.7 27.6 1.4 27.6
A B C D
RA = 757.6 27.6 = 27 T RB = 100 - 27 = 73 T
RD = 0 27.6 = 0T RC = 0.0 - 0= 0.0 T
Class A placed on deck
9.09 CG
2.7 2.7 11.4 11.4 6.8 6.8 6.8 6.8
1.1 3.2 1.2 4.3 3.0 3.0 3.0
0.7 27.6 1.4 27.6
A B C D
Total load = 55.4 T

Total load length = 18.8 m
RA = 464.9 27.6 = 17 T RB = 55.4 - 17 = 39 T
RD = 0 27.6 = 0T RC = 27.2 - 0= 27.2 T
1Span loaded 2Span loaded

Class A 1 Train = 38.6 T 48.8 T
Class A 2 Train = 77.1 T 97.5 T
Class 70R wheel 1 Train = 72.6 T 90.7 T
Class 70R Tracked Train = 64.2 T 64.2 T
Live load Max Reaction = 77.1 T 97.5 T
3 LOADS FOR INPUT DATA IN STAAD MODEL
29m spam 29m spam
1 Superstructure Load from staad output
Weight of Girder = 149.2 T 149.2 T
Deck slab = 113.2813 T 113.281 T
SIDL (total) = 63.8 T 63.8 T
Total Superstructure load = 326.28 T 326.28 T
Superstructure load over Each Bearing = 81.57 T 81.57 T
The above loads are split for different ULS factors for wearing coat and CB, DL etc
Load on each bearing is below 29m spam 29m spam
girder weight = 37.3 T 37.3 T
Deck slab = 28.32031 T 28.3203 T
Wearing Coat only (65mm) = 6.8875 T 4.92456 T All Bearing loaded
Crash barrier and railing = 36.25 T 44.1018 T
Crash barrier and railing 18.125 22.05088 (Consider over

2 outer bearings)
2 Total FPLL on 1 FP = 18.357 Tons
FPLL on each bearing in 29m span = 9.1785 T
3 Vehicular LL Case (ii) Minimum edge distance from right side

A Class A1 Train For 29m spam For 2 span load case
Maximum Reaction at 1 end of abutment = 38.56 T 10.2 T
Transverse Ecc of Cl A 1 train from CL of superstr. = 4.45 m 4.45 m
Transverse Moment = 171.592 Tm 45.39 Tm
B Class A2 Train For 29m spam For 2 span load case

C Class 70R Wheeled For 29m spam For 2 span load case
Transverse Ecc of Cl 70R Wheeled Vehicle from CL of superstr. 3.155 m 3.155 m
C Class 70R Tracked For 29m spam For 2 span load case
Maximum Reaction at 1 end of abutment = 64.20471 T 5T
Transverse Ecc of Cl 70R tracked Vehicle from CL of superstr. 3.1 m 3.1 m
For 1 span load case
For 29m Span B1 B2 B3 B4
E dist from CG 4.5 1.5 -1.5 -4.5 45
F Effect of Class A1 span 26.80 15.36 3.92 -7.52
Effect of Class A1 span 40.10 26.22 12.34 -1.54
Effect of 70R Wheel load 41.03 25.77 10.51 -4.75
Effect of 70R Track load 35.95 22.69 9.42 -3.85
Impact Factor For Class A loading For RCC/PSC Bridges = 1.13

Impact Factor For Class 70R (Wheeled) loading For RCC/PSC Bridges = 1.1
Impact Factor For Class 70R (Tracked) loading For RCC/PSC Bridges = 1.13
For 29m span
G Effect of Class A1 span 30.28 17.36 4.43 -8.50

H dist from CG 4.5 1.5 -1.5 -4.5 45
I Effect of Class A1 span 7.09 4.06 1.04 -1.99


J Effect of Class A1 span 8.01 4.59 1.18 -2.25
4 Vehicular LL Case (i) Minimum edge distance from left side
A Class A1 Train For 29m spam For 2 span load case
B Class A2 Train For 29m spam For 2 span load case

C Class 70R Wheeled For 29m spam For 2 span load case
Transverse Ecc of Cl 70R Wheeled Vehicle from CL of superstr. 1.155 m 1.155 m
C Class 70R Tracked For 29m spam For 2 span load case
Maximum Reaction at 1 end of abutment = 64.20471 T 5T
Transverse Ecc of Cl 70R tracked Vehicle from CL of superstr. 1.115 m 1.115 m
For 29m Span B1 B2 B3 B4
E dist from CG 4.5 1.5 -1.5 -4.5 45
F Effect of Class A1 span 19.09 12.79 6.49 0.19

Effect of Class A1 span 24.68 21.08 17.48 13.88
Effect of 70R Wheel load 26.52 20.93 15.34 9.76
Effect of 70R Track load 23.21 18.44 13.66 8.89

For 29m span
G Effect of Class A1 span 33.41 22.38 11.36 0.33

H dist from CG 4.5 1.5 -1.5 -4.5 45
I Effect of Class A1 span 5.05 3.38 1.72 0.05


J Effect of Class A1 span 8.84 5.92 3.01 0.09
5 Each Pedestal = 0.30 T
6.A Horizontal Load for 29.0m span

For Fixed Bearing (Normal Case) Cl 211.5.1.1 IRC 6-2014
F=Fh-u(Rg+Rq) or Fh/2+u(Rg+Rq) DL+SIDL Vehicular LL
F= 20 - 0.03 x 163.14 + 77.12 = 12.79 T
10 + 0.05 x 163.14 + 77.12 = 22.01 T
Hence, F horizontal for the fixed bearing = 22.01 T

For Fixed Bearing (Seismic Case, LL20%)
F=Fh-u(Rg+Rq) or Fh/2+u(Rg+Rq)
F= 4 - 0.03 x 163.14 + 15.42 = -1.36 T
2 + 0.05 x 163.14 + 15.42 = 10.93 T
Normal case Seismic case

Horizontal load condidered = 22.01 T 10.93 T
Horizontal load condidered over each bearings = 5.50 T 2.73 T
Horizontal load without Braking = 12.013 = 3.00 T
6.B Horizontal Load for 29.0m span

For Fixed Bearing (Normal Case) Cl 211.5.1.1 IRC 6-2014
F=Fh-u(Rg+Rq) or Fh/2+u(Rg+Rq) DL+SIDL Vehicular LL
F= 20 - 0.03 x 163.14 + 20.4 = 14.49 T
10 + 0.05 x 163.14 + 20.4 = 19.18 T

For Fixed Bearing (Seismic Case, LL20%)
F=Fh-u(Rg+Rq) or Fh/2+u(Rg+Rq)
F= 4 - 0.03 x 163.14 + 4.08 = -1.02 T
2 + 0.05 x 163.14 + 4.08 = 10.36 T
Normal case Seismic case

Horizontal load condidered = 19.18 T 10.36 T
Horizontal load condidered over each bearings = 4.80 T 2.59 T
Horizontal load without Braking = 9.177 = 2.29 T
29.0 m Wind loads are considered conservatively for both spans
7 Wind loading ( see wind calculations attached herewith)
7A Wind as Leading force
Wind Force in Superstructure for 29m span 29.0m span 29.0m span
Force in Transverse direction = 24.5778 6.14445 T for mid bearing 6.14445 T for mid bearing
Force in Longitudinal direction = 6.14445 1.5361125 T over Each Bearing 1.536113 T over Each Bearing
Force in Vertical direction 29.7975 3.7246875 T over Each Bearing 3.724688 T over Each Bearing
Wind force over Pier

Force in Transverse Direction = 1.20 T/m
Force in Longitudinal direction = 0.301181 T/m
7B Wind as Accompanying force force

Wind Force in Superstructure for 29m span 29.0m span 29.0m span
Force in Transverse direction = 29.74831 7.437076364 T for mid bearing 7.437076 T for mid bearing
Force in Longitudinal direction = 7.437076 1.859269091 T over Each Bearing 1.859269 T over Each Bearing
Force in Vertical direction 27.52364 3.440454545 T over Each Bearing 3.440455 T over Each Bearing
Wind force over Pier

Force in Transverse Direction = 1.11 T/m
Force in Longitudinal direction = 0.278198 T/m
8 Seismic
Total Load from Superstr = 326.28 T
Total Foot path Live load = 18.357 T
Total Load from Superstr = 344.637 T

Ah Factor 0.24
Seismic Force over top of superstructure 82.71288 T 20.67822 T over Each Bearing
Check for vertical seismic forces 55.14192 T 13.78548 T over Each Bearing
LOAD CALCULATIONS:
STAAD OUTPUT
Node No.36 Node No.53 Node No.70 Node No.50 Node No.67 Node No.84
S.No Description (R1) KN (R1) KN (R1) KN (R1) KN (R1) KN (R1) KN
1 Dead Load 817.91 821.08 817.91 817.91 821.08 817.91

2 Super imposed DL 250.82 69.69 43.17 250.82 69.69 43.17
3 Footpath Live load 333.14 16.62 -68.15 333.14 16.62 -68.15
Total Node e = 1.10 Total Node e = 1.10 Total Node e = 1.10

S.No Description No (36+50) Moment No (53+67) Moment No (70+84) Moment
KN Kn.M KN Kn.M KN Kn.M
1 Dead Load 1635.82 0 1642.16 0 1635.82 0
DONT TAKE
2 Super imposed DL 501.64 0 139.38 0 86.34 0
3 Footpath Live load 666.28 0 33.24 0 -136.30 0
i) Total Dead Load = 1635.82 + 1642.16 + 1635.82 = 4913.80 KN
Reaction per support due to dead load = 2456.9 KN
ii) Total Super imposed DL = 501.64 + 139.38 + 86.34 = 727.36 KN
Reaction per support due to SDL = 363.68 KN
iii) Total Footpath Live Load = 666.28 + 33.24 + -136.3 = 563.22 KN
Reaction per support due to Footpath LL = 281.61 KN
Total Reaction per Support = 3102.19 KN
Support Reaction due to Live Load
70 R Wheeled
One Span Loaded Condition

Node No.36 Node No.53 Node No.70
S.No Description Total (KN)
(R1) KN (R1) KN (R1) KN
1 Minimum Edge distance from Left Side 220.14 503.13 125.77 849.04
2 Concentric with Deck 169.58 509.58 169.89 849.05
3 Minimum Edge distance from Right Side -24.39 316.88 556.55 849.04
Two Span Loaded Condition

S.No Description
(R1) KN (R1) KN (R1) KN (R1) KN (R1) KN (R1) KN
Minimum Edge distance
1 from Left Side 124.97 431.04 56.94 78.41 183.83 44.33
2 Concentric with Deck 87.89 437.05 88.01 60.16 186.13 60.29

3 from Right Side -21.8 239.11 395.64 -9.85 115.74 200.68

e = 1.10 e = 1.10 e = 1.10

S.No Description R1+R4 (KN) R2+R5 (KN) R3+R6 (KN) Moment Moment Moment
Kn.M Kn.M Kn.M
1 from Left Side 203.38 614.87 101.27 32.59 173.05 8.83

3 from Right Side -31.65 354.85 596.32 -8.37 86.36 136.47
70 R Tracked

Node No.36 Node No.53 Node No.70
(R1) KN (R1) KN (R1) KN
1 Minimum Edge distance from Left Side 284.48 408.91 -12.92 680.47
2 Concentric with Deck 232.94 449.56 -2.03 680.47
3 Minimum Edge distance from Right Side 1.21 462.22 217.03 680.46

S.No Description
1 from Left Side 55.70 350.20 16.70 65.56 141.60 42.45

3 from Right Side -17.78 180.57 259.81 -6.49 95.74 160.37
Class A Two Lane

Node No.36 Node No 12 Node No 23
(R1) KN (KN) (KN)
1 Minimum Edge distance from Left Side 205.94 366.67 254.60 827.21
2 Minimum Edge distance from Right Side 45.13 287.14 494.94 827.21

S.No Description
1 from Left Side 72.55 169.90 91.99 158.04 239.38 193.08
2 from Right Side 16.48 121.37 196.58 33.92 199.23 357.34
R1 R2 R3
700
R4 R5 R6

750 3000 3000 750

(ii) Seismic Case:- (For Zone - III as per cl - 219 of IRC : 6-2014)
II) Response spectrum method: (As per CL. 219 of IRC: 6 - 2014)
Z Sa
Horizontal seismic coefficient αh = 2 g I
Z = Zone factor as given in Table-5 = 0.16
I = Importance factor = 1.2
T = Fundamental period of the bridge member (in sec) for horizontal vibrations
(Refer Appendix - 2)
Sa/g = Depending upon fundamental period of vibration T as given in fig:12

= 2.5

#REF!
T = 2 D
(sec.) 1000 F
D = Appropriate dead load of superstructure, and live load in KN (Reaction on Abutment)
Horizontal force in KN required to be applied at the centre of mass of the superstructure for 1 mm horizontal
F =
deflection at the top of pier / abutment along the considered direction of horizontal force
From Staad Result F = 355

F
Flexibility of Bearing = L x B x Shear modulus x No. of Bearing

Thickness
= 600 x 600 x 1 x 4 = 13333

108 = 13.333 Kn/m
F = 355.00 + 13.333 = 368.33 Kn/m
D= Dead load + live load = 3102.19 + 849.04 = 3951.23 KN
T= 2 x 3951.23 = 0.207 (For rocky Soils 0.0 < T < 0.40)

1000 x 368.33
As per cl - 219.5.1 for medium soil, sa = 2.5

g
Ah = 0.16
2 x 2.5 x 1.2 = 0.24 = 0.24
Av = 0.24 2 = 0.160
3

Seismic forces transferred from Super structure
i) Total load from Superstructure (DL + SDL + Footpath load) = 1551.095 KN
ii) Live load (For seismic case only 20% load to be considered) = 169.808 KN
Total load = 1720.903 KN
Horizantal seismic force = 1720.903 x 0.24 = 413.00 KN
Vertical seismic force = 1720.903 x 0.160 = 275.00 KN
Seismic forces due to Selfweight of Pier System

x from
Area (M2) (x-x1) M Ax (M )
2
1 Sectional Area of Capping Beam = 10.50 x 1.50 = 15.75 11.742 184.9365

2 Sectional Area of Column = 3 x 2 x 10.992 = 65.952 5.496 362.47219
3 Sectional Area of Tie Beam = 2 x 0.3 x 1.5 = 0.9 5.496 4.9464
82.602 552.35509
C.G from Bottom = 6.6869 m
1 Self weight of Capping Beam = 1.5 2.6 x 10.50 x 1 x 25 = 1023.75

2 Self weight of Column = 3 x 3.142 x 2 2 x 10.992 x 25 = 2589.929
4
3 Self weight of Tie Beam = 2 x 0.65 x 1.5 x 0.3 x 25 = 14.625
3628.304
Horizantal Seismic force = 0.24 x 3628.304 = 870.79 KN

Vertical Seismic force = 0.12 x 3628.304 = 435.4 KN

Braking Force:-
70R wheeled loading case goverm the design, it acts at 1.20m above road level,
Braking Force = 20% of live load
Total braking force = 1000 x 0.2 = 200 KN
Moment @ beaing level = 200 x 2.75 + 1.2 = 790 KN.m
790
Extra load on Pier = = 29.48 KN
26.8
29.48
Load / Bearing = = 7.37 KN
4
Secondary effects:-
As per IRC:6-C1.217 shrinkage effects for the purpose of design may be taken as = 2x10-4
Co-efficient of thermal expansion = 117 1E-07 /°C
Temperature variations = 17 °C
Creep coefficient = 4.575 x 0.0001
Increase/decrease in length of Super Structure = 26.8 x 117 x 1E-07 x 17 x 1000

2
= 2.665 mm
Change in length due to shrinkage & Creep = 4.575 x 0.0001 + 2 x 0.0001 x 26.8 x 1000
2
= 8.81 mm
Total change in length = 2.665 + 8.810 = 11.475 mm
Bearing size adopted = 600 x 600 x 108 mm
Shear Modulus of Bearings = 1 mpa
No. of bearings = 4
Horizontal force developed on one side = 1 x 600 x 600 x 11.475 x 2

108 x 10 4
= 7.65 = 76.5 KN
Three Bearings/ Support = 4 x 76.5 = 306.00 KN
Mukesh & Associates

NHAI
Computation of water current forces:
Maximum mean velocity of water current = 2.832 m/sec
Maximum velocity at MFL = 2 x 2.832 = 4.005 m/sec
Variation of water current forces = 20 0 (Cl 210.5 of IRC -6)
Velocity along longitudinal axis at HFL (along = 4.005 x 0.34 = 1.4 m/sec
Traffic)
Velocity along transverse axis at HFL = 4.005 x 0.94 = 3.76 m/sec

( Across Traffic)
MFL 295.000
7.5 m
Top of Pilecap
287.500
1.8 m Bottom of Pilecap

285.700
Computation of forces on longitudinal axis:- (along traffic direction)
Pressure at MFL = 52 kV2 = 52 x 0.66 x 1.4 2
= 64 Kg/m2 = 0.64 kN/m2

Computation of forces on transverse axis:-
Pressure at MFL = 52 kV2 = 52 x 0.66 x 3.76 2
= 486 Kg/m2 = 4.86 kN/m2
4.86 kN/m2 (Transverse axis)

0.64 kN/m2 (Longitudinal axis)
7.500 m
1.8 m

WIND LOAD CALCULATION AS PER IRC: 6- 2014 CL.209 (Wind Accompanying Force Case)
Wind Speed = 36 m/s (Clause 209.3.7-IRC 6:2014) (With LL load)

Ht of the deck above bed level = 2.4 + 1 (ht of superstr+1m Crash barrier)
= 3.4 m
Pressure as per table = 0.464 kN/sqm
Design Pressure Pz= = 0.5061818 kN/sqm
Force on Superstructure consider span/2

Force in Transverse direction FT = Pz X A1 X G X Cd (Clause 209.3.3-IRC 6:2014)
A1 = 3.4 x 29
= 98.6 sqm G 2
FT = 224.59287 kN Cd 2.25
Ft acts at
Ft acts at 15.6 m from pile cap bottom
Force in longtidunal direction = 56.148218 kN (Clause 209.3.6-IRC 6:2014)

(25% of transverse)
Force in Vertical (+/-) Fv = Pz X A3 X G X CL (Clause 209.3.5-IRC 6:2014)

A3 = 362.5 sqm
Fv = 275.23636 kN CL 0.75
Force on Live Load

(superstr ht - crash barrier ht)
Force in Transverse directioFT = Pz X A1 X G X Cd 2
A1 = 2 x 29 (Clause 209.3.6-IRC 6:2014)
= 58 sqm G 2
FT = 70.461 Cd 1.2

(25% of transverse Box/Plate girder bridge)
Force on Pier Cap

Width of Pier Cap b = 2m t/b = 5.25
Height of Pier Cap h = 1.5 m h/b = 0.142857
Length of Pier Cap t = 10.5 m
Cd = 0.8 Table 6 IRC 6:2014 G 2
Force in Transverse direction FT = Pz X A1 X G X Cd
A1 = 3 sqm
FT = 2.4296727 kN
Ft acts at 11.742 m from pile top
Ft acts at 13.542 m from pile cap bottom (Clause 209.3.6-IRC 6:2014)
Force in Longtidunal direction = 0.61 kN
Force on Pier
Width of Pier b = 2.00 m t/b = 5.25
Height of Pier h = 10.992 m h/b = 1.046857
Length of Pier t = 10.5 m
Cd = 0.5 Table 6 IRC 6:2014 G 2
A1 = 21.984 sqm
= 11.13 kN
Force in Longtidunal direction = 2.78 kN (25% of transverse)
Summary of Wind Load

Wind on superstr FT FL
Wind force Vertical 27.52364 T
Wind force Horizontal m 22.459 5.614822 T
Moment at top of pile 8.193 184.009 46.00224 Tm
Moment at base of foundn 15.6 350.365 87.59122 Tm
Wind on Abutment Cap

Moment at top of pile 11.742 28.529 7.132304 T
Wind on Abutment m
Wind force Horizontal 2.443 0.610658 T
Moment at top of pile 5.496 13.425 3.356175 TM
Moment at base of foundn 7.296 17.821 4.455359 TM
Total wind load on DL only FT FL

Moment at base of pier 225.963 56.49071
Moment at base of foundn 401.089 100.2722 Tm
Wind on LL FT FL
Wind force Horizontal m 70.461 17.615
WIND LOAD CALCULATION AS PER IRC: 6- 2014 CL.209 (Wind Leading Force Case)
Wind Speed = 39 m/s (Clause 209.3.7-IRC 6:2014) (With out LL load)

Ht of the deck above bed level = 2.4 + 1 (ht of superstr+1m Crash barrier)
= 3.4 m
Pressure as per table = 0.464 kN/sqm
Design Pressure Pz= = 0.548 kN/sqm
Force on Superstructure consider span/2

Force in Transverse direction FT = Pz X A1 X G X Cd (Clause 209.3.3-IRC 6:2014)
A1 = 3.4 x 29
= 98.6 sqm G 2
FT = 243.1476 kN Cd 2.25
Ft acts at
Ft acts at 15.6 m from pile cap bottom

(25% of transverse)
Force in Vertical (+/-) Fv = Pz X A3 X G X CL (Clause 209.3.5-IRC 6:2014)

A3 = 362.5 sqm
Fv = 297.975 kN CL 0.75
Force on Live Load

(superstr ht - crash barrier ht)
Force in Transverse directioFT = Pz X A1 X G X Cd 2
A1 = 2 x 29 (Clause 209.3.6-IRC 6:2014)
= 0 sqm G 2
FT = 0.000 Cd 1.2

(25% of transverse Box/Plate girder bridge)
Force on Pier Cap

Width of Pier Cap b = 2m t/b = 5.25
Height of Pier Cap h = 1.5 m h/b = 0.142857
Length of Pier Cap t = 10.5 m
Cd = 0.8 Table 6 IRC 6:2014 G 2
A1 = 3 sqm
FT = 2.6304 kN
Force in Longtidunal direction = 0.66 kN
Force on Pier
Width of Pier b = 2.00 m t/b = 5.25
Height of Pier h = 10.992 m h/b = 1.046857
Length of Pier t = 10.5 m
Cd = 0.5 Table 6 IRC 6:2014 G 2
A1 = 21.984 sqm
= 12.05 kN
Force in Longtidunal direction = 3.01 kN (25% of transverse)
Summary of Wind Load

Wind on superstr FT FL
Wind force Vertical 29.7975 T
Wind on Abutment Cap

Moment at top of pile 11.742 30.886 7.721539 T
Wind on Abutment m
Moment at top of pile 5.496 13.425 3.356175 TM
Moment at base of foundn 7.296 17.821 4.455359 TM
Total wind load on DL only FT FL

Moment at base of pier 243.522 60.88042
Moment at base of foundn 432.753 108.1881 Tm
Wind on LL FT FL
Wind force Horizontal m 0.000 0.000
Moment at top of pile 8.193 0.000 0 Tm
Moment at base of foundn 15.6 0.000 0 Tm
CALCULATION OF WIND FORCES
Dry condition :
Wind forces due to dead load as per Cl-212.2 and 212.3 of IRC:6
(I) Wind force on Hand rail and Hand post:
Considering full 1.1m height of hand rail and neglecting the holes between the hand rails
Average height above bed level = Top of deck slab + Thichness of kerb +
Height of Hand rail / 2 - Bed level
= 302.935 + 0.275 + 1.1 2 - 287.500 = 16.1225
Wind Presure = 109.69 Kg / m2 ( Ref. Table-4 of IRC:6-200)

= 1.10 Kn / m 2
Exposed area of hand rail, hand post and ke = (Hand rail + kerb ) x 10
= 0.275 + 1.1 x 29 = 39.875 m2
Total force on hand rail and hand post = 1.10 x 39.875 = 43.74 KN
(ii) Wind force on Deck slab & Girder:

Average height above bed level = 2.4 + 300.25 - 287.5 = 13.95 m
2
Wind Pressure = 103.64 Kg / m2 ( Ref. Table-4 of IRC:6-200)

= 1.04 Kn / m 2
Exposed area of deck slab = 2.4 x 29 = 69.60 m2
Total force on deck slab = 1.0364 x 69.6 = 72.13 kN
(iii) Wind force on capping beam:-

Average height above bed level = 1.5 / 2 + 298.492 - 287.5 = 11.742 m
Wind Pressure = 96.5744 Kg / m2 ( Ref. Table-4 of IRC:6-200)
= 0.966 Kn / m 2
Exposed area of capping beam = 2.60 x 1.5 = 3.9 m2
Total force on capping beam = 0.966 x 3.9 = 3.77 kN
(iv) Wind force on circular pier :-

Average height above bed level = 300.25 - 287.500 2 = 6.375 m
Wind Pressure = 74.688 Kg / m2 = 0.7469 Kn / m 2
Exposed area of pier = 2 x 10.992 = 21.984 m2
Total force on pier = 0.7469 x 21.984 = 16.42 kN
(v) Wind force on moving vehicle (Refer clause 212.4 of IRC:6):-

Wind force on moving vehicle = 3 kN / m
Total load on moving vehicle = 15.22 x 3 = 45.66 kN

Check for wind force as per cl.212.6 of IRC:6-2000:-

1.Wind force on handrail and hand post , deck slab cappping beam and pier
(Ref- 212, 2 & 3 of IRC-6-2000) = 43.74 + 72.13 + 3.77 + 16.42 = 136.06 kN
2. Wind forces on moving vehicle as per cl 212.4 of IRC-2000= 45.66 kN
3. Wind force on superstructure as per cl.212.6 of IRC:6-2000

= 4.5 x 29 = 130.5 kN
As per cl.212.6, wind force calculated vide (1&2)above should not be less than the force as per (3) above.
= 136.06 + 45.66
= 181.72 > 130.5 kN Hence. OK
Check for wind as per cl.212.7 of IRC:6-2000:

1. Wind force on structure = 39.875 + 69.60 + 3.9 + 21.984 x 2.4
= 324.8616 > 181.72 KN

& also
130.5 KN
Hence this force is used for design = 324.8616 3 = 108 KN/column
Calculation of wind force in wet condition:-

(I) Calculated as per cl.212.2,3&4 = 43.740 + 72.130 + 3.770 + 45.66
= 165.300 > 130.50
(ii) Calculated as per cl.212.7 = 39.875 + 69.6 + 3.9 x 2.4 = 272.1 > 130.5
Design wind force = 272.1 3 = 91 KN/column

Calculation of Dead Load from Super Structure :-
Span 1 Span 1
Dead Load of superstructure T 277.2 T
Crash barrier = 44.834 T 44.834 T
Wearing Coat = 39.396 T 39.396 T
FP+railing = 16.356 T 16.356 T
FP LL = 18.357 T 18.357 T
Max reaction from Vehicular Load 1 Span 77.12 T
Max reaction from Vehicular Load 2 Span 97.52 T
Braking force = 22.16 T for 2 lanes of Class A
Braking force = 20 T (20% 70R)
Calculation of Dead Load from Sub-Structure :-

From Pedestal for bearings
Volume of 1 Pedestal = 0.9 x 0.9
No of Pedestal =
Total Volume =
Total Load =
From Pier:-
Size of pier = 2
Straight Height of Pier =
Area circular =
Total Volume =
Total Load =
Design of Column Pier
Diameter of Column = 2000 mm
m = 10
Effective cover = 75 + 10 + 16 = 101.00 mm
Grade of concrete = 35
Ast = 32 mm rod - 25 Nos = 201 cm2
Lateral ties - 10 mm @ dia 150 mm c/c

STAAD RESULTS AND STRESS CHECK FOR CIRCULAR COLUMN PIER
MR Actual stress Premissible stress

Axial ML MT Equiv. BM
Joint / Loaded Load Torsion Total MR
CASE Max/Min load(KN) (KN.m) x due to torsion
Node Condition Comb. (KN.m) (KN.m) (Kn.m) (Kn.m) Concrete Steel Concrete Steel
x 100 Kg 104 Kg.cm 1.18T (Kn.m)
(N/mm2) (N/mm2) (N/mm2) (N/mm2)
11 Max 25 2417.32 942.43 217.69 967.249 -7.523 -8.877 958.372 1.93 3.90 11.67 200
One Span
Min 21 1717.98 942.43 193.64 962.121 7.523 8.877 970.998 1.96 10.62 11.67 200
NORMAL
Max 28 2406.76 942.43 193.64 962.121 8.963 10.576 972.697 1.95 4.20 11.67 200
Two Span
Min 24 1708.11 814.91 194.69 837.840 -7.988 -9.426 828.414 1.64 6.10 11.67 200
Max 37 2237.24 942.43 -465.08 1050.943 7.523 8.877 1059.820 2.21 9.01 15.52 267
One Span
Min 33 1537.91 942.43 -489.13 1061.806 7.523 8.877 1070.683 2.46 22.62 15.52 267
WET
Max 40 2226.69 810.55 -463.96 933.945 8.963 10.576 944.521 1.98 6.20 15.52 267
Two Span
Min 36 1528.03 814.91 -488.08 949.893 -6.130 -7.233 942.660 2.30 20.52 15.52 267
Max 49 2229.55 942.43 -439.29 1039.785 2.570 3.033 1042.818 2.16 8.93 15.52 267
One Span
Min 45 1530.21 942.43 -703.92 1176.302 2.570 3.033 1179.335 2.40 22.06 15.52 267
DRY
Max 52 2218.99 810.55 -438.16 921.403 4.060 4.791 926.194 1.95 6.22 15.52 267
Two Span
Min 48 1520.34 814.91 -462.29 936.901 -6.130 -7.233 929.668 2.07 15.98 15.52 267
Max 61 2500.74 3513.30 -3.98 3513.302 28.045 33.093 3546.395 9.25 163.14 17.51 300
One Span
Min 57 1801.41 3513.30 -28.03 3513.412 28.045 33.093 3546.505 9.64 199.93 17.51 300
SEISMIC
Max 64 2490.19 3381.42 -2.86 3381.420 29.485 34.792 3416.212 8.86 153.08 17.51 300
Two Span
Min 60 1791.53 3385.77 -26.98 3385.881 12.534 14.790 3400.671 9.21 188.21 17.51 300
12 Max 26 3239.21 948.28 10.41 948.337 0.000 0.000 948.337 2.12 0.72 11.67 200
One Span
Min 21 2958.30 952.20 3.53 952.206 0.000 0.000 952.206 11.67 200
NORMAL
Max 29 3311.67 881.81 -25.95 882.196 0.001 0.001 882.197 11.67 200
Two Span
Min 24 2987.08 857.14 4.53 857.149 -15.370 -18.137 839.012 11.67 200
Max 38 3239.21 952.20 -728.98 1199.203 0.000 0.000 1199.203 15.52 267
One Span
Min 33 2958.30 952.20 -699.49 1181.514 0.000 0.000 1181.514 15.52 267
WET

WET
Max 41 3311.67 881.81 -728.98 1144.117 0.000 0.000 1144.117 15.52 267
Two Span
Min 36 2987.08 857.14 -698.49 1105.700 -15.370 -18.137 1087.563 15.52 267

Max 50 3239.21 952.20 -703.92 1184.140 0.000 0.000 1184.140 15.52 267
One Span
Min 45 2958.30 952.20 -674.44 1166.855 0.000 0.000 1166.855 15.52 267
DRY
Max 53 3311.67 881.81 -703.92 1128.318 0.001 0.001 1128.319 15.52 267
Two Span
Min 48 2987.08 857.14 -673.44 1090.046 -15.370 -18.137 1071.909 15.52 267
Max 62 3758.77 3549.70 -373.97 3569.348 0.000 0.000 3569.348 8.50 107.72 17.51 300
One Span
Min 57 3477.85 3549.70 -344.49 3566.379 0.000 0.000 3566.379 8.70 119.10 17.51 300
SEISMIC
Max 65 3831.22 3479.32 -373.97 3499.359 0.001 0.001 3499.360 8.22 99.88 17.51 300
Two Span
Min 60 3506.63 3454.64 -343.48 3471.676 -15.370 -18.137 3453.539 8.30 109.51 17.51 300
13 Max 27 1737.45 942.43 -208.50 965.223 -2.570 -3.033 962.190 11.67 200
One Span
Min 19 1534.71 942.43 -191.41 961.676 -7.523 -8.877 952.799 11.67 200
NORMAL
Max 30 1762.98 828.00 -210.02 854.223 -22.167 -26.157 828.066 11.67 200
Two Span
Min 22 1518.33 808.40 -192.46 830.997 -4.014 -4.737 826.260 11.67 200
Max 39 1917.52 942.43 -891.27 1297.129 -7.523 -8.877 1288.252 15.52 267
One Span
Min 31 1714.78 942.43 -874.18 1285.446 -7.523 -8.877 1276.569 15.52 267
WET
Max 42 1943.06 828.00 -892.79 1217.645 -22.167 -26.157 1191.488 15.52 267
Two Span
Min 34 1698.40 808.40 -875.22 1191.442 -4.014 -4.737 1186.705 15.52 267
Max 50 1651.03 942.43 -862.06 1277.235 -7.523 -8.877 1268.358 15.52 267
One Span
Min 43 1722.48 942.43 -848.39 1268.047 -7.523 -8.877 1259.170 15.52 267
DRY
Max 54 1950.75 828.00 -867.00 1198.861 -22.167 -26.157 1172.704 15.52 267
Two Span
Min 46 1706.10 808.40 -849.43 1172.625 -4.014 -4.737 1167.888 15.52 267
Max 62 1603.54 3513.30 -459.08 3543.166 -28.045 -33.093 3510.073 9.62 207.80 17.51 300
One Span
Min 55 1674.99 3513.30 -445.41 3541.420 -28.045 -33.093 3508.327 9.60 203.65 17.51 300
SEISMIC
Max 66 1903.26 3398.87 -464.02 3430.396 -42.690 -50.374 3380.022 9.10 180.50 17.51 300
Two Span
Min 58 1658.61 3379.27 -446.45 3408.634 -24.536 -28.952 3379.682 9.21 193.70 17.51 300

1 2 3 4 5 6
1 2 3 4 5 6 7
1.75 1.75
5.496 7 9 11
10.992 8 9 10
9.125
5.496 8 10 12
11 12 13

Group Beam Load comb Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
1 8 19 8 1918.41 -43.703 86.39 7.523 472.259 -41.371
1 8 19 11 -1918.41 43.703 -86.39 -7.523 -942.434 -196.484
1 8 20 8 1880.912 -43.72 86.39 7.523 472.259 -41.951
1 8 20 11 -1880.912 43.72 -86.39 -7.523 -942.434 -195.996
1 8 21 8 1717.982 -43.895 86.39 7.523 472.259 -45.264
1 8 21 11 -1717.982 43.895 -86.39 -7.523 -942.434 -193.635
2 8 22 8 1907.854 -43.973 81.371 8.963 367.689 -41.72
2 8 22 11 -1907.854 43.973 -81.371 -8.963 -810.553 -197.605
2 8 23 8 1866.928 -43.991 80.334 6.471 371.908 -42.348
2 8 23 11 -1866.928 43.991 -80.334 -6.471 -809.126 -197.073
2 8 24 8 1708.108 -44.199 78.205 -7.988 389.279 -45.867
2 8 24 11 -1708.108 44.199 -78.205 7.988 -814.907 -194.686
3 8 25 8 2417.317 -47.38 86.39 7.523 472.259 -40.179
3 8 25 11 -2417.317 47.38 -86.39 -7.523 -942.434 -217.688
3 8 26 8 2379.819 -47.397 86.39 7.523 472.259 -40.759
3 8 26 11 -2379.819 47.397 -86.39 -7.523 -942.434 -217.2
3 8 27 8 2216.89 -47.572 86.39 7.523 472.259 -44.072
3 8 27 11 -2216.89 47.572 -86.39 -7.523 -942.434 -214.839
4 8 28 8 2406.761 -47.65 81.371 8.963 367.689 -40.527
4 8 28 11 -2406.761 47.65 -81.371 -8.963 -810.553 -218.809
4 8 29 8 2365.835 -47.668 80.334 6.471 371.908 -41.156
4 8 29 11 -2365.835 47.668 -80.334 -6.471 -809.126 -218.278
4 8 30 8 2207.016 -47.876 78.205 -7.988 389.279 -44.674
4 8 30 11 -2207.016 47.876 -78.205 7.988 -814.907 -215.89
5 8 31 8 1738.336 60.402 86.39 7.523 472.259 -103.24
5 8 31 11 -1738.336 -75.369 -86.39 -7.523 -942.434 486.283
5 8 32 8 1700.838 60.385 86.39 7.523 472.259 -103.821
5 8 32 11 -1700.838 -75.352 -86.39 -7.523 -942.434 486.772
5 8 33 8 1537.908 60.21 86.39 7.523 472.259 -107.134
5 8 33 11 -1537.908 -75.177 -86.39 -7.523 -942.434 489.133
6 8 34 8 1727.78 60.132 81.371 8.963 367.689 -103.589
6 8 34 11 -1727.78 -75.099 -81.371 -8.963 -810.553 485.162
6 8 35 8 1686.854 60.114 80.334 6.471 371.908 -104.218
6 8 35 11 -1686.854 -75.081 -80.334 -6.471 -809.126 485.694
6 8 36 8 1528.034 59.906 78.205 -7.988 389.279 -107.736
6 8 36 11 -1528.034 -74.873 -78.205 7.988 -814.907 488.082
7 8 37 8 2237.243 56.725 86.39 7.523 472.259 -102.048
7 8 37 11 -2237.243 -71.692 -86.39 -7.523 -942.434 465.079
7 8 38 8 2199.746 56.708 86.39 7.523 472.259 -102.628
7 8 38 11 -2199.746 -71.675 -86.39 -7.523 -942.434 465.568
7 8 39 8 2036.816 56.533 86.39 7.523 472.259 -105.941
7 8 39 11 -2036.816 -71.5 -86.39 -7.523 -942.434 467.928
8 8 40 8 2226.688 56.455 81.371 8.963 367.689 -102.396
8 8 40 11 -2226.688 -71.422 -81.371 -8.963 -810.553 463.958
8 8 41 8 2185.761 56.437 80.334 6.471 371.908 -103.025
8 8 41 11 -2185.761 -71.404 -80.334 -6.471 -809.126 464.49
8 8 42 8 2026.942 56.23 78.205 -7.988 389.279 -106.543
8 8 42 11 -2026.942 -71.196 -78.205 7.988 -814.907 466.878
9 8 43 8 1730.639 62.436 86.39 7.523 472.259 -120.682
9 8 43 11 -1730.639 -62.436 -86.39 -7.523 -942.434 460.49
9 8 44 8 1693.141 62.419 86.39 7.523 472.259 -121.262
9 8 44 11 -1693.141 -62.419 -86.39 -7.523 -942.434 460.978
9 8 45 8 1530.211 62.244 86.39 7.523 472.259 -124.575
9 8 45 11 -1530.211 -62.244 -86.39 -7.523 -942.434 463.339
10 8 46 8 1720.083 62.166 81.371 8.963 367.689 -121.031
10 8 46 11 -1720.083 -62.166 -81.371 -8.963 -810.553 459.369
10 8 47 8 1679.157 62.148 80.334 6.471 371.908 -121.659
10 8 47 11 -1679.157 -62.148 -80.334 -6.471 -809.126 459.9
10 8 48 8 1520.337 61.94 78.205 -7.988 389.279 -125.178
10 8 48 11 -1520.337 -61.94 -78.205 7.988 -814.907 462.288
11 8 49 8 2229.546 58.759 86.39 7.523 472.259 -119.49
11 8 49 11 -2229.546 -58.759 -86.39 -7.523 -942.434 439.285
11 8 50 8 2192.048 58.742 86.39 7.523 472.259 -120.07
11 8 50 11 -2192.048 -58.742 -86.39 -7.523 -942.434 439.774
11 8 51 8 2029.119 58.567 86.39 7.523 472.259 -123.383
11 8 51 11 -2029.119 -58.567 -86.39 -7.523 -942.434 442.134
12 8 52 8 2218.99 58.489 81.371 8.963 367.689 -119.838
12 8 52 11 -2218.99 -58.489 -81.371 -8.963 -810.553 438.164
12 8 53 8 2178.064 58.471 80.334 6.471 371.908 -120.467
12 8 53 11 -2178.064 -58.471 -80.334 -6.471 -809.126 438.696
12 8 54 8 2019.245 58.263 78.205 -7.988 389.279 -123.985
12 8 54 11 -2019.245 -58.263 -78.205 7.988 -814.907 441.084
13 8 55 8 2001.834 4.269 322.051 28.045 1760.535 -1.949
13 8 55 11 -2001.834 -4.269 -322.051 -28.045 -3513.3 25.183
13 8 56 8 1964.336 4.252 322.051 28.045 1760.535 -2.529
13 8 56 11 -1964.336 -4.252 -322.051 -28.045 -3513.3 25.671
13 8 57 8 1801.407 4.077 322.051 28.045 1760.535 -5.842
13 8 57 11 -1801.407 -4.077 -322.051 -28.045 -3513.3 28.032
14 8 58 8 1991.278 3.999 317.033 29.485 1655.964 -2.297
14 8 58 11 -1991.278 -3.999 -317.033 -29.485 -3381.419 24.062
14 8 59 8 1950.352 3.981 315.996 26.993 1660.183 -2.926
14 8 59 11 -1950.352 -3.981 -315.996 -26.993 -3379.992 24.594
14 8 60 8 1791.533 3.773 313.866 12.534 1677.554 -6.445
14 8 60 11 -1791.533 -3.773 -313.866 -12.534 -3385.773 26.981
15 8 61 8 2500.742 0.592 322.051 28.045 1760.535 -0.757
15 8 61 11 -2500.742 -0.592 -322.051 -28.045 -3513.3 3.979
15 8 62 8 2463.244 0.575 322.051 28.045 1760.535 -1.337
15 8 62 11 -2463.244 -0.575 -322.051 -28.045 -3513.3 4.467
15 8 63 8 2300.314 0.4 322.051 28.045 1760.535 -4.65
15 8 63 11 -2300.314 -0.4 -322.051 -28.045 -3513.3 6.828
16 8 64 8 2490.186 0.322 317.033 29.485 1655.964 -1.105
16 8 64 11 -2490.186 -0.322 -317.033 -29.485 -3381.419 2.858
16 8 65 8 2449.26 0.304 315.996 26.993 1660.183 -1.734
16 8 65 11 -2449.26 -0.304 -315.996 -26.993 -3379.992 3.389
16 8 66 8 2290.44 0.096 313.866 12.534 1677.554 -5.252
16 8 66 11 -2290.44 -0.096 -313.866 -12.534 -3385.773 5.777
Fx kN Fy kN Fz kN My kNm Mz kNm Mx kNm
-1918.41 43.703 -86.39 -472.259 41.371 -7.523
1918.41 -43.703 86.39 942.434 196.484 7.523
-1880.912 43.72 -86.39 -472.259 41.951 -7.523
1880.912 -43.72 86.39 942.434 195.996 7.523
-1717.982 43.895 -86.39 -472.259 45.264 -7.523
1717.982 -43.895 86.39 942.434 193.635 7.523
-1907.854 43.973 -81.371 -367.689 41.72 -8.963
1907.854 -43.973 81.371 810.553 197.605 8.963
-1866.928 43.991 -80.334 -371.908 42.348 -6.471
1866.928 -43.991 80.334 809.126 197.073 6.471
-1708.108 44.199 -78.205 -389.279 45.867 7.988
1708.108 -44.199 78.205 814.907 194.686 -7.988
-2417.317 47.38 -86.39 -472.259 40.179 -7.523
2417.317 -47.38 86.39 942.434 217.688 7.523
-2379.819 47.397 -86.39 -472.259 40.759 -7.523
2379.819 -47.397 86.39 942.434 217.2 7.523
-2216.89 47.572 -86.39 -472.259 44.072 -7.523
2216.89 -47.572 86.39 942.434 214.839 7.523
-2406.761 47.65 -81.371 -367.689 40.527 -8.963
2406.761 -47.65 81.371 810.553 218.809 8.963
-2365.835 47.668 -80.334 -371.908 41.156 -6.471
2365.835 -47.668 80.334 809.126 218.278 6.471
-2207.016 47.876 -78.205 -389.279 44.674 7.988
2207.016 -47.876 78.205 814.907 215.89 -7.988
-1738.336 -60.402 -86.39 -472.259 103.24 -7.523
1738.336 75.369 86.39 942.434 -486.283 7.523
-1700.838 -60.385 -86.39 -472.259 103.821 -7.523
1700.838 75.352 86.39 942.434 -486.772 7.523
-1537.908 -60.21 -86.39 -472.259 107.134 -7.523
1537.908 75.177 86.39 942.434 -489.133 7.523
-1727.78 -60.132 -81.371 -367.689 103.589 -8.963
1727.78 75.099 81.371 810.553 -485.162 8.963
-1686.854 -60.114 -80.334 -371.908 104.218 -6.471
1686.854 75.081 80.334 809.126 -485.694 6.471
-1528.034 -59.906 -78.205 -389.279 107.736 7.988
1528.034 74.873 78.205 814.907 -488.082 -7.988
-2237.243 -56.725 -86.39 -472.259 102.048 -7.523
2237.243 71.692 86.39 942.434 -465.079 7.523
-2199.746 -56.708 -86.39 -472.259 102.628 -7.523
2199.746 71.675 86.39 942.434 -465.568 7.523
-2036.816 -56.533 -86.39 -472.259 105.941 -7.523
2036.816 71.5 86.39 942.434 -467.928 7.523
-2226.688 -56.455 -81.371 -367.689 102.396 -8.963
2226.688 71.422 81.371 810.553 -463.958 8.963
-2185.761 -56.437 -80.334 -371.908 103.025 -6.471
2185.761 71.404 80.334 809.126 -464.49 6.471
-2026.942 -56.23 -78.205 -389.279 106.543 7.988
2026.942 71.196 78.205 814.907 -466.878 -7.988
-1730.639 -62.436 -86.39 -472.259 120.682 -7.523
1730.639 62.436 86.39 942.434 -460.49 7.523
-1693.141 -62.419 -86.39 -472.259 121.262 -7.523
1693.141 62.419 86.39 942.434 -460.978 7.523
-1530.211 -62.244 -86.39 -472.259 124.575 -7.523
1530.211 62.244 86.39 942.434 -463.339 7.523
-1720.083 -62.166 -81.371 -367.689 121.031 -8.963
1720.083 62.166 81.371 810.553 -459.369 8.963
-1679.157 -62.148 -80.334 -371.908 121.659 -6.471
1679.157 62.148 80.334 809.126 -459.9 6.471
-1520.337 -61.94 -78.205 -389.279 125.178 7.988
1520.337 61.94 78.205 814.907 -462.288 -7.988
-2229.546 -58.759 -86.39 -472.259 119.49 -7.523
2229.546 58.759 86.39 942.434 -439.285 7.523
-2192.048 -58.742 -86.39 -472.259 120.07 -7.523
2192.048 58.742 86.39 942.434 -439.774 7.523
-2029.119 -58.567 -86.39 -472.259 123.383 -7.523
2029.119 58.567 86.39 942.434 -442.134 7.523
-2218.99 -58.489 -81.371 -367.689 119.838 -8.963
2218.99 58.489 81.371 810.553 -438.164 8.963
-2178.064 -58.471 -80.334 -371.908 120.467 -6.471
2178.064 58.471 80.334 809.126 -438.696 6.471
-2019.245 -58.263 -78.205 -389.279 123.985 7.988
2019.245 58.263 78.205 814.907 -441.084 -7.988
-2001.834 -4.269 -322.051 -1760.535 1.949 -28.045
2001.834 4.269 322.051 3513.3 -25.183 28.045
-1964.336 -4.252 -322.051 -1760.535 2.529 -28.045
1964.336 4.252 322.051 3513.3 -25.671 28.045
-1801.407 -4.077 -322.051 -1760.535 5.842 -28.045
1801.407 4.077 322.051 3513.3 -28.032 28.045
-1991.278 -3.999 -317.033 -1655.964 2.297 -29.485
1991.278 3.999 317.033 3381.419 -24.062 29.485
-1950.352 -3.981 -315.996 -1660.183 2.926 -26.993
1950.352 3.981 315.996 3379.992 -24.594 26.993
-1791.533 -3.773 -313.866 -1677.554 6.445 -12.534
1791.533 3.773 313.866 3385.773 -26.981 12.534
-2500.742 -0.592 -322.051 -1760.535 0.757 -28.045
2500.742 0.592 322.051 3513.3 -3.979 28.045
-2463.244 -0.575 -322.051 -1760.535 1.337 -28.045
2463.244 0.575 322.051 3513.3 -4.467 28.045
-2300.314 -0.4 -322.051 -1760.535 4.65 -28.045
2300.314 0.4 322.051 3513.3 -6.828 28.045
-2490.186 -0.322 -317.033 -1655.964 1.105 -29.485
2490.186 0.322 317.033 3381.419 -2.858 29.485
-2449.26 -0.304 -315.996 -1660.183 1.734 -26.993
2449.26 0.304 315.996 3379.992 -3.389 26.993
-2290.44 -0.096 -313.866 -1677.554 5.252 -12.534
2290.44 0.096 313.866 3385.773 -5.777 12.534
Calculation of depth of fixity of piles :-

(As per appendix - C CL - C.1.2 - page - 2 of Amendment no 3 of IS -2911 - part 1/sec 2)
Bottom of pile cap = 285.700
Maximum scour level = 284.323
Unsupported length , L1 = 3.177 m
Diameter of pile = 120 cm
I = 3.141593 x 120 4 10178760 cm4

=
64
E = 315000 kg/cm 2 [Refer : IRC - 21 - CL - 303.1 - Table - 9]
K1 = 1.245 for medium sand as per table -1 of IS - 2911.
T = 5 EI = 315000 x 1E+07
= 303.51 cm = 3.035 m
K1 5 1.245
L1 = 3.177
= 1.047
T 3.035
Reduction factor = 0.95 (from fig -3B)

Top of pile 285.700
Lf L1 = 3.177 m
= 1.95 (from fig -2)
T
Lf = 1.95 x 3.035 = 5.918 m Scour level 284.323
Appendix B of IS:2911(Part1/Section2)-1979 Lf = 5.918 m
Depth of fixity of pile = 285.700 - 5.92 = 279.782
MF = Q (L1 + Lf) m = 4.32 Q 13.500 F ixity lvl 279.782

2
Founding level = Scour level - 4T
FL = 284.323 - 4 x 3.035 Founding lvl proposed

272.200
Minimum founding level required = 272.183
Founding level proposed = 272.200
Hence O.K

Calculation of capacity of pile: (refer Appendix - B of IS 2911 part 1 / sec-2)
Input data for Pile capacity
1 Dia of pile = 1.20 m

2 Bottom of Pile cap level = 285.700
3 Scour level = 284.323
4 Founding Level = 272.200
5 Depth of pile from scour lvl = 13.500 m
6 Factor of safety = 2.5
7 No of layers = 3
8 Depth of 1st layer = 4.00 m
9 Depth of 2nd layer = 3.00 m
10 Depth of 3rd layer = 6.50 m
1 Calculation of Skin friction

(as per appendix - B of IS - 2911 (part 1/sec 2)-1979)
Qs = k. PDi tand Asi

Where
k = Coefficient of earth pressure
PDi = Effective overburden pressure in Kg/cm 2 for the i th layer

Where i varies from 1 to n
d = Angle of wall friction between pile and soil,

in degrees(may be taken equal to f )
Asi = Surface area of pile stem in cm 2 in the ith layer

where i varies from 1 to n
Notatio
Description n Layer1 Layer 2 Layer 3 Remarks
Effective depth of layers h 4.00 3.00 6.50
Density of soil t/m3 g 1.8 1.8 1.8
Effective unit weight of soil g eff 0.8 0.8 0.8
Ave. N value N 12 23 45
Angle of internal friction f 30.5 34.5 40 Fig 1 of IS:6403
Angle of wall friction bet soil
& pile d 30.5 34.5 40
tan d 0.589 0.687 0.839
Coefficent of earth pr. k 1.5 1.5 1.5
Surface area of pile stem Asi 15.072 11.3 24.49

Effective overburden
pressure PDi 1.6 1.2 2.6
K x Pdi x tan d x Asi = 21.30578 13.97358 80.13373

Toatl Skin friction = 115.413

2 Calculation of End Bearing

Q End = Ap ( 1/2 D γ Ng + PD Nq)
Where
Ap = Cross sectional area of pile at tip in cm 2
D = Stem diameter
g = Effective unit weight of soil at pile toe in kg/cm 2
PD = Effective overburden pressure at pile toe in Kg/cm 2
Nr and Nq = Bearing capacity factors depending upon the angle of

internal friction f at toe
Cross sectional area of pile ti = 1.13 m2

Stem dia = 1.20 m
Unit wt of soil at tip = 0.8
Effective overburden pr = 10.8
N value at tip of pile = 45
Corresponding f value = 40 (From fig 1 of IS: 6403)
Bearing capacity factor Nr = 109.41 (From table 1 of IS: 6403)
Bearing capacity factor Nq = 110.00 (From fig 1 of Amendment 1 of IS:2911 partI/sec2)
Total End bearing = 1401.784
Safe load carrying capacity = 1517.197 = 607 Tonnes

2.5
Check for buckling effect :- (As per Cl - 306.1 of IRC - 21 - 2000)
Le = 0.75 x fixity depth
= 0.75 x 61.12 - 53.55
= 5.68 m
r min = d/4 = 1.20 = 0.3

4
Le / r min = 19 (12 to 50) short column
Minimum AST :- ( As per Cl - 709.4.4 of IRC -78 -2000)
Min Ast = 0.4 % of area of cross section
% Ast 0.4 x 1130400.00

100
= 4521.6 mm2 = 45.216 cm2

SUMMARY OF FORCES AND MOMENTS: (Pile cap)
STAAD RESULTS
Joint / Load Axial load Shear - Y Shear - Z Moment - Y Moment -

S.No Case HT (kN) HL (kN) ML (kN) Z MT (kN)
Node comb. P1 (kN)
1) Load combination: 1 (One span loaded Maximum)

11 25 Normal 2417.32 -47.38 86.39 942.43 217.69
12 26 3239.21 -0.48 87.86 952.20 -25.95
13 27 1737.45 47.83 86.39 942.43 -208.50
7393.981 -0.039 260.641 2837.067 -16.77
2) Load combination: 2 (One span loaded Minimum)
11 21 Normal 1717.98 -43.90 86.39 942.43 193.64
12 21 2958.30 0.07 87.86 952.20 3.53
13 19 1534.71 43.91 86.39 942.43 -191.41
6210.986 0.08 260.641 2837.067 5.75
3) Load combination: 3 (Two span loaded Maximum)
11 28 Normal 2406.76 -47.65 81.37 810.55 218.81
12 29 3311.67 -0.48 99.97 881.81 -25.95
13 30 1762.98 48.11 89.59 828.00 -210.02
7481.41 -0.024 270.93 2520.369 -17.16
4) Load combination: 4 (Two span loaded Minimum)
11 24 Normal 1708.11 -44.20 78.21 814.91 194.69
12 24 2987.08 0.08 92.85 857.14 4.53
13 22 1518.33 44.18 79.50 808.40 -192.46
6213.511 0.06 250.56 2480.448 6.76


Water with
11 37 Wind 2237.24 71.69 86.39 942.43 -465.08
12 38 3239.21 121.17 87.86 952.20 -728.98
13 39 1917.52 166.90 86.39 942.43 -891.27
7393.98 359.76 260.641 2837.067 -2085.33
Water with
11 33 Wind 1537.91 75.18 86.39 942.43 -489.13
12 33 2958.30 121.72 87.86 952.20 -699.49
13 31 1714.78 162.98 86.39 942.43 -874.18
6210.986 359.88 260.641 2837.067 -2062.81
Water with
11 40 Wind 2226.69 71.42 81.37 810.55 -463.96
12 41 3311.67 121.17 99.97 881.81 -728.98
13 42 1943.06 167.18 89.59 828.00 -892.79
7481.41 359.78 270.929 2520.37 -2085.72
Water with
11 36 Wind 1528.03 74.87 78.21 814.91 -488.08
12 36 2987.08 121.74 92.85 857.14 -698.49
13 34 1698.40 163.25 79.50 808.40 -875.22
6213.511 359.87 250.559 2480.448 -2061.80


11 49 Wind 2229.55 58.76 86.39 942.43 -439.29
12 50 3239.21 108.24 87.86 952.20 -703.92
13 50 1651.03 154.02 86.39 942.43 -862.06
7119.788 321.02 260.641 2837.07 -2005.27
11 45 Wind 1530.21 62.24 86.39 942.43 -463.34
12 45 2958.30 108.79 87.86 952.20 -674.44
13 43 1722.48 150.05 86.39 942.43 -848.39
6210.986 321.08 260.641 2837.067 -1986.17
11 52 Wind 2218.99 58.49 81.37 810.55 -438.16
12 53 3311.67 108.24 99.97 881.81 -703.92
13 54 1950.75 154.25 89.59 828.00 -867.00
7481.41 320.98 270.929 2520.37 -2009.08
11 48 Wind 1520.34 61.94 78.21 814.91 -462.29
12 48 2987.08 108.81 92.85 857.14 -673.44
13 46 1706.10 150.32 79.50 808.40 -849.43
6213.511 321.064 250.559 2480.448 -1985.16


11 61 Seismic 2500.74 0.59 322.05 3513.30 -3.98
12 62 3758.77 89.19 327.54 3549.70 -373.97
13 62 1603.54 103.36 322.05 3513.30 -459.08
7863.049 193.15 971.639 10576.30 -837.03
11 57 Seismic 1801.41 4.08 322.05 3513.30 -28.03
12 57 3477.85 89.74 327.54 3549.70 -344.49
13 55 1674.99 99.39 322.05 3513.30 -445.41
6954.247 193.21 971.639 10576.302 -817.93
11 64 Seismic 2490.19 0.32 317.03 3381.42 -2.86
12 65 3831.22 89.19 339.65 3479.32 -373.97
13 66 1903.26 103.59 325.25 3398.87 -464.02
8224.671 193.11 981.929 10259.61 -840.84
11 60 Seismic 1791.53 3.77 313.87 3385.77 -26.98
12 60 3506.63 89.76 332.53 3454.64 -343.48
13 58 1658.61 99.66 315.17 3379.27 -446.45
6956.772 193.194 961.558 10219.685 -816.92
Self Weight of Pilecap = 10.25 x 4.3 x 1.8 x 24
= 1904.04 KN

Plan dimension of pile cap

No of piles = 6 5200
1400
1800
3600
1200 mm dia pile
10000
3600
1400
800 3600 800
Calculation of load on piles:-

n = 6 nos
ZL = 2 x 3 x 1.8 2 = 10.80
1.8
ZT = 2 x 2 x 3.6 2 + 2 x 2 x 0.000 2 = 14.4

3.600
MH per Pile = HR x 4.32

no of piles
Self weight of pile upto fixity level = 3.1416 x 5.918 x 5.918 x 1.2 x 1.2
4

= 39.61 KN

SUMMARY OF FORCES AND MOMENTS:
V/n+
P= P1+P2
self wt of
P1 (KN) ML MT Pmax Pmin MH per
Load Combination HT (KN) HL (KN) ML (Kn.m) MT (Kn.m) pile
(KN) HR= HL2+HT2 ZL ZT Pille
(KN)
Normal Case
i) Comb: 1 7393.98 9298.02 -0.039 260.641 260.64 2837.067 -16.77 1589.28 262.69 -1.16 1850.81 1327.75 257.08
ii) Comb: 2 6210.99 8115.03 0.08 260.641 260.64 2837.067 5.75 1392.11 262.69 0.40 1655.20 1129.02 257.08
iii) Comb: 3 7481.41 9385.45 -0.024 270.929 270.93 2520.369 -17.16 1603.85 233.37 -1.19 1836.03 1371.67 267.23
iv) Comb: 4 6213.51 8117.55 0.06 250.559 250.56 2480.448 6.76 1392.54 229.67 0.47 1622.68 1162.40 247.14
Water with Wind Case

v) Comb: 5 7393.98 9298.02 359.762 260.641 444.25 2837.067 -2085.33 1589.28 262.69 -144.81 1707.16 1471.40 257.08
vi) Comb: 6 6210.99 8115.03 359.878 260.641 444.35 2837.067 -2062.81 1392.11 262.69 -143.25 1511.55 1272.67 257.08
vii) Comb: 7 7481.41 9385.45 359.777 270.929 450.38 2520.37 -2085.72 1603.85 233.37 -144.84 1692.38 1515.32 267.23
viii) Comb: 8 6213.51 8117.55 359.87 250.559 438.5 2480.448 -2061.80 1392.54 229.67 -143.18 1479.03 1306.05 247.14
Wind Case
ix) Comb: 9 7119.79 9023.83 321.017 260.641 413.5 2837.07 -2005.27 1543.58 262.69 -139.26 1667.02 1420.15 257.08
x) Comb: 10 6210.99 8115.03 321.076 260.641 413.55 2837.067 -1986.17 1392.11 262.69 -137.93 1516.88 1267.35 257.08
xi) Comb: 11 7481.41 9385.45 320.976 270.929 420.03 2520.37 -2009.08 1603.85 233.37 -139.52 1697.70 1510.00 267.23
xii) Comb: 12 6213.51 8117.55 321.06 250.559 407.26 2480.448 -1985.16 1392.54 229.67 -137.86 1484.35 1300.72 247.135
Seismic Case
xiii) Comb: 13 7863.05 9767.09 193.15 971.639 990.65 10576.30 -837.03 1667.46 979.29 -58.13 2588.62 746.30 958.360
xiv) Comb: 14 6954.25 8858.29 193.21 971.639 990.66 10576.302 -817.93 1515.99 979.29 -56.80 2438.48 593.50 958.360
xv) Comb: 15 8224.67 10128.71 193.11 981.929 1000.74 10259.61 -840.84 1727.73 949.96 -58.39 2619.30 836.16 968.509
xvi) Comb: 16 6956.77 8860.81 193.19 961.558 980.77 10219.685 -816.92 1516.41 946.27 -56.73 2405.95 626.87 948.417
Self Weight of Pile Capacity i) Normal case = 607 > 185 T

ii) Water with Wind = 807 > 171 T
ii) Wind case = 807 > 170 T
iii) Seismic case = 910 > 262 T

Stress check : (Pile)
Diameter of pile = 1.20 m
m = 10
Effective cover = 75 + 10 + 16 = 101.00 mm
Ast = 32 mm rod - 20 Nos 161 cm2
Lateral ties - 10 mm @ 150 mm c/c
Permissible Stress
Actual Stress (N/mm 2)
(N/mm 2)
S.No Case V (kN) MH (kN.m)
Concrete Steel Concrete Steel
1 Normal
i) 1850.81 2.90 -2.00 11.67 348

257.08
1327.75 2.43 0.84 11.67 347.826
ii) 1655.20 2.70 -1.10 11.67 347.826

257.08
1129.02 2.30 2.50 11.67 347.826
iii) 1836.03 11.67 347.826

267.23
1371.67 11.67 347.826
iv) 1622.68 11.67 347.826

247.14
1162.40 11.67 347.826
2 Water with Wind
v) 1707.16 2.80 -1.45 15.52 462.609

257.08
1471.40 2.52 0.07 15.52 462.609
vi) 1511.55 2.60 -0.46 15.52 462.609

257.079
1272.67 2.40 1.44 15.52 462.609
vii) 1692.38 15.52 462.609

267.226
1515.32 15.52 462.609
viii) 1479.03 15.52 462.609

247.135

247.135
1306.05 15.52 462.609

3 Wind
ix) 1667.02 2.73 -1.26 15.52 462.609

257.08
1420.15 2.50 0.38 15.52 462.609
x) 1697.70 2.76 -1.41 15.52 462.609

257.08
1267.35 2.40 1.48 15.52 462.609
xi) 1697.70 15.52 462.609

267.23
1510.00 15.52 462.609
xii) 1484.35 15.52 462.609

247.14
1300.72 15.52 462.609
4 Seismic
xiii) 2588.62 8.37 37.54 17.51 521.739

958.36
746.30 9.63 130.40 17.51 521.739
xiv) 2438.48 8.43 42.25 17.51 521.739

958.36
593.50 9.70 140.62 17.51 521.739
xv) 2619.30 8.45 37.84 17.51 521.739

968.51
836.16 9.70 126.40 17.51 521.739
xvi) 2405.95 8.35 42.04 17.51 521.739

948.42
626.87 9.60 136.50 17.51 521.739
Stresses are checked and found to be safe.
Note: Permissible stresses of concrete & steel has been increased 50% for
the seismic case as per table 1 of IRC:6-2000.

Calculation of lateral load capacity : -
Q = Y x 12 x E x I (Refer IS - 2911)
(L1 + Lf) 3
Y = Deflection of pile at scour level = 5 mm

(IRC - 78 - CL - 709.3.5.2)
= 0.5 x 12 x 315000 x 10178760

317.7+ 591.80 3
= 25.57 t
Normal case :
= 4.52 t < 25.57 t Safe
Water with Wind case :
= 4.52 t < 31.96 t Safe
Wind case :
= 4.52 t < 31.96 t Safe
Seismic case :
= 16.37 t < 38.36 t Safe

I) Design of pile cap in Longitudinal direction (Normal case)

Load Combination :1
Pilecap is designed as per clause - 307.2.5.3 of IRC - 21 - 2000.
The critical section for the bending moment is the face of pier wall.
Z
2000 mm dia Cos 39 = 0.777
1414 856.25 1036.75

472.5
1.8 x 25 = 45 KN/m2
= 45 x 10.50
1800 1893 = 472.5 KN/m
835
800 3600 800
Pmin = 1327.75 Pmax= 1850.81
5200 (square)
d Provided = 1800 - 75 - 25 = 1712.5 mm

2
Bending moment at sec 1 - 1 = 1850.81 x 1.093 x 4 - 472.5 x 1.893 2
2
= 7245.13 KN.m
d required = 7245.13 x 10 6 = 494 mm

2.825 x 1000 x 10.5
AST required = 7245.13 x 10 6 = #DIV/0! mm2 < 2160 mm2

348 x 0 x 1712.5 x 10.5 Min Ast
Provide 25 @ #DIV/0! c/c along longitudinal direction at bottom
Minimum Ast = 0.12 x 1000 x 1800 = 2160 = 1080 mm2

100 2
Provide 16 @ 180 c/c along longitudinal direction at top
Distribution steel:-
Provide 16 @ 180 c/c along both direction at top

Design of Pile cap in transverse direction:

Normal case :
Load Combination:1
1.750 3.500 3.500 1.750
B C B A
A 2417.32 3239.21 193.50 1737.45
0.9755 0.849
B C B A
A
1.400 3.600 3.600 1.400
10.000
Self Weight of Pile cap = 4.3 x 1.80 x 25 = 193.5 KN/m
Pile Reaction = 2417.32 + 3239 + 1737 + 193.5 x 10.00 3x 2
= 1554.83 Kn
Bending Moment Calculation:

BM @ Sec AA = -193.50 x 0.9755 x 0.9755 = -92.07 KN.m (down ward)
2
BM @ Sec BB = -193.50 x 1.750 x 1.750 + 1554.83 x 0.350 x 2

2
= 792.08 Kn.m (up ward)
BM @ Sec CC (Left) = -193.50 x 5.000 x 5.000 + 1554.83 x 3.60 x 2 - 2417.32 x 3.3

2
= 919.75 Kn.m (down ward)
BM @ Sec CC (Right) = -193.50 x 5.000 x 5.000 + 1554.83 x 3.60 x 2 - 1737.45 x 3.3

2
= 3129.31 Kn.m (up ward)
Shear force Calculation:
SF at sec AA = -193.50 x 0.9755 = -188.76 KN (downward)
SF at sec BB = -193.50 x 1.7500 + 1554.83 x 2= 1216.21 KN (upward)
SF at sec CC (Left) = -193.50 x 5.00 + 1554.83 x 2- 2417.32 = -275.16 KN (downward)
SF at sec CC (Right) = -193.50 x 5.00 + 1554.83 x 2+ 1737.45 = 404.71 KN (upward)
Maximum upward moment = 3129.31 KN.m
Maximum downward moment = -92.07 KN.m
Maximum Shear force = 1216.21 KN
Effective depth,d required = 3129 x 10 6 = 196 mm < 1712.5 mm

15.633333333 x 5200
Ast for Upward Moment = 3129.31 X 10 6 = #DIV/0! mm2 > 2160 mm2
348 x 0x 1712.5 x 5.2

Provide 25 mm dia at #DIV/0! C/C at bottom in transverse direction
Ast for Downward Moment = 92.07 X 10 6 = #DIV/0! mm2 > 2160 mm2
348 x 0x 1712.5 x 5.2
Provide 20 mm dia at #DIV/0! C/C at Top in transverse direction
Distribution steel:
Minimum AST = 2160 = 1080 mm 2

2
Provide 16 mm dia at 180 mm c/c at top in transverse direction
Check for shear:

Shear Stress, = 1216.21 x 10 3 0.137 N / mm2
5200 x 1712.5 =
Maximum permissible shear stress = 2.3 = 1.15 N / mm2 > 0.137 N / mm2
2
Hence O.K
The shear reinforcement = 1216.21 x 10 3 = 2.04 mm2/mm

347.82608696 x 1712.5
Provide 8 Legged 10 mm dia at 297 mm c/c in transverse direction

I) Design of pile cap in Longitudinal direction (Seismic case)

Load Combination: 15
Pilecap is designed as per clause - 307.2.5.3 of IRC - 21 - 2000.
The critical section for the bending moment is the face of pier wall.
Ah = 0.24
Av =
Z
0.16
2000 mm dia
Cos 0 = 1
1414 857.5 585.5

548.1 1.8 x 25 = 45 KN/m2
seismic case = 7.2 KN/m2
52.2 KN/m2
1800 1443
835 = 52.2 x 10.50
750 2800 750 = 548.1 KN/M
Pmin 836.16 2619.30 Pmax
4300 (square)
d Provided = 1800 - 75 - 20 = 1715 mm

2
Bending moment at sec 1 - 1 = 2619.30 x 0.693 x 4 - 548.1 x 1.443 2
2
= 6690.05 KN.m
d required = 6690.05 x 10 6 = 165 mm

23.45 x 1000 x 10.50
AST required = 6690.05 x 10 6 = #DIV/0! mm2 < 2160 mm2

521.7391 x 0 x 1715 x 10.5 Min Ast
Provide 20 @ #DIV/0! c/c along longitudinal direction at bottom
Minimum Ast = 0.12 x 1000 x 1800 = 2160 = 1080 mm2

100 2
Provide 16 @ 180 c/c along transverse direction at top

Design of Pile cap in transverse direction:

Seismic case :
Load Combination: 15
1.750 3.500 3.500 1.750
B C B A
A 2490.19 3831.22 193.50 1903.26
0.9755 0.849
B C B A
A
1.400 3.600 3.600 1.400
10.000
Self Weight of Pile cap = 4.3 x 1.80 x 25 = 193.5 KN/m
Pile Reaction = 2490.19 + 3831 + 1903 + 193.5 x 10.00 3x 2
= 1693.28 Kn
Bending Moment Calculation:

BM @ Sec AA = -193.50 x 0.9755 x 0.9755 = -92.07 KN.m (down ward)
2
BM @ Sec BB = -193.50 x 1.750 x 1.750 + 1693.28 x 0.350 x 2

2
= 889 Kn.m (up ward)
BM @ Sec CC (Left) = -193.50 x 5.000 x 5.000 + 1693.28 x 3.60 x 2 - 2490.19 x 3.250

2
= 1679.76 Kn.m (down ward)
BM @ Sec CC (Right) = -193.50 x 5.000 x 5.000 + 1693.28 x 3.60 x 2 - 1903.26 x 3.250

2
= 3587.26 Kn.m (up ward)
Shear force Calculation:
SF at sec AA = -193.50 x 0.9755 = -188.76 KN (downward)
SF at sec BB = -193.50 x 1.7500 + 1693.28 x 2= 1354.66 KN (upward)
SF at sec CC (Left) = -193.50 x 5.00 + 1693.28 x 2- 2490.19 = -71.13 KN (downward)
SF at sec CC (Right) = -193.50 x 5.00 + 1693.28 x 2+ 1903.26 = 515.8 KN (upward)
Maximum upward moment = 3587.26 KN.m
Maximum downward moment = -92.07 KN.m
Maximum Shear force = 1354.66 KN
Effective depth,d required= 3587 x 10 6 = 210 mm < 1712.5 mm

15.633333333 x 5200

Ast for Upward Moment = 3587.26 X 10 6 = #DIV/0! mm2 > 2160 mm2
522 x 0x 1712.5 x 5.2
Provide 20 mm dia at #DIV/0! C/C at bottom in transverse direction
Distribution steel:
Minimum AST = 2160 = 1080 mm 2

2
Provide 16 mm dia at 180 mm c/c at top in transverse direction
Check for shear:

Shear Stress, = 1354.66 x 10 3 0.152 N / mm2
5200 x 1712.5 =
Maximum permissible shear stress = 2.3 = 1.15 N / mm2 > 0.152 N / mm2
2
Hence O.K
The shear reinforcement = 1354.66 x 10 3 = 1.52 mm2/mm

521.73913043 x 1712.5

Design of Pier cap in longitudinal direction
Normal Case: Cos 0 = 1.000

2600
(Sq)
Pedestal
900 x 900
Pier 2000 dia

10500
(sq)
Pier cap
2600 x 1500
2600
Plan View Dimension Detail of Pier cap
2600
600 700
450
1500 -7
593
707
Line of 2000 Dia
inscribed square

Cantilever length of pier cap from the face of pier in square direction = 593 mm
Taking moment about the face of inscribed square,
i) B.M due to self weight of capping Beam = 10.5 x 1 x 25 x 0.593 x 0.593

2
= 46.15 Kn.m
ii) B.M due to self weight of pedestal = 0.9 x 0.9 x 0.75 x -0.007 x 25
= -0.11 Kn.m
iii) B.M due to self weight of super structure= 2456.9 x -0.007 = -17.2 Kn.m
iv) B.M due to Super imposed Dead Load = 363.68 x -0.007 = -2.55 Kn.m
v) B.M due to footpath Live Load = 281.61 x -0.007 = -1.97 Kn.m
v) B.M due to Live Load = 849.04 x -0.007 = -5.94 Kn.m
Total B.M = 18.38 Kn.m
Drequired = 18.38 x 10 6
13.4 x 10500
= 11.43 mm < 1440.00

Hence O.K
Dprovided = 1500 - 50 - 10
= 1440 mm
Ast required = 18.38 x 10 6

348 x 0.000 x 1440 x 10.5
= #DIV/0! mm2 < 3000 (min Ast)
Min Ast = 0.2 % Area of Cross section

= 0.2 x 1500 x 1000
100
= 3000 mm2
Hence provide minimum steel
Provide 20 mm dia at #DIV/0! mm c/c at top Longitudinal direction
Provide 16 mm dia at #DIV/0! mm c/c at Bottom Longitudinal direction

Design of Capping Beam (Transverse direction)
STAAD RESULTS :
Cantilever Slab
i) Maximum cantilever moment ( @ Node no:5 ) = 1369.97 Kn.m
Total Width = 2600 mm
Moment per m Width = 527 Kn.m/m width
d Provided = 1500 - 50 - 25 - 10 = 1415 mm
Using M35 grade and Fe 415 steel,
d required = 526.91 x 10 6 = 184 mm < 1415 mm

15.63333 x 1000
Ast required = 526.91 x 10 6 = #DIV/0! mm2 > 1800 mm2

at top 348 x 0x 1415 Min Ast
Minimum Ast = 0.12 x 1000 x 1500 = 1800 mm2

100
Provide 25 mm rod @ #DIV/0! mm c/c at top transverse #DIV/0! mm2
ii) Maximum Sagging moment ( @ Node no:3) = 1502.62 Kn.m
d Provided = 1500 - 50 - 25 - 10 = 1415 mm
d required = 577.93 x 10 6 = 192 mm < 1415 mm

15.63333 x 1000

Minimum Ast = 0.12 x 1000 x 1500 = 1800 mm2

100
Provide 25 mm rod @ #DIV/0! mm c/c at bottom transverse dieection #DIV/0! mm2

iii) Maximum Hogging moment ( @ Node no:4) = 434.79 Kn.m
d Provided = 1500 - 50 - 16 - 10 = 1424 mm
d required = 167.23 x 10 6 = 11 mm < 1424 mm

1424 x 1000

Provide 16 mm rod @ #DIV/0! mm c/c at top transverse direction #DIV/0! mm2
Check for Shear: (Transverse Direction)
Maximum shear force = 2414.63 KN
Shear stress = 2414.63 x 10 3 = 0.656 N/mm2

2600 x 1415
Permissible shear stress without shear reinforcement (as per table 12B of IRC:21-2000)
Ast provided = #DIV/0! mm2
100 As = 100 x #DIV/0! = #DIV/0!

bd 2600 x 1415
Permissible shear stress = #DIV/0! N/mm2 < 0.656 N/mm2

Hence shear reinforcement is required.
Shear reinforcement required = 2414.63 x 10 3 = 4.91 mm2/m

348 x 1415
Provide 18 Legged 12 mm dia stirrups at 410 mm c/c spacing in transverse direction.

Design of Pier cap in longitudinal direction
Seismic Case: Cos 0 = 1.000

2600
(Sq)
Pedestal
900 x 900
Pier 2000 dia

10500
(sq)
Pier cap
2600 x 1500
2600
Plan View Dimension Detail of Pier cap
2600
600 700
450
1500 -7
593
707
Line of 2000 Dia
inscribed square

Cantilever length of pier cap from the face of pier in square direction = 593 mm
Taking moment about the face of inscribed square,
i) B.M due to self weight of capping Beam = 10.5 x 1 x 25 x 0.593 x 0.593

2
= 46.15 Kn.m
ii) B.M due to self weight of pedestal = 0.9 x 0.9 x 0.75 x -0.007 x 25
= -0.11 Kn.m
iii) B.M due to self weight of super structure= 2456.9 x -0.007 = -17.2 Kn.m
iv) B.M due to Super imposed Dead Load = 363.68 x -0.007 = -2.55 Kn.m
v) B.M due to footpath Live Load = 281.61 x -0.007 = -1.97 Kn.m
v) B.M due to Live Load = 849.04 x -0.007 = -5.94 Kn.m
vi) B.M due to Seismic force (Total vertical = 632.20 x -0.007 = -4.43 Kn.m
load due to D.L and L.L)
Total B.M = 13.95 Kn.m
20.1 x 10500
= 8.13 mm < 1440.00

Hence O.K
Dprovided = 1500 - 50 - 10
= 1440 mm

522 x 0.000 x 1440 x 10.5
= #DIV/0! mm2 < 3000 (min Ast)

= 0.2 x 1500 x 1000
100
= 3000 mm2
Hence provide minimum steel

Design of Tie Beam
From STAAD output:
Maximum Bending Moment = 39.60 Kn.m

( at Node no: 13)
Using M30 grade and Fe 415

x xx x x
Tie Beam Size = 300 x 650
Effective depth provided, d = 650 - 50 - 20 = 580 mm
13.4 x 580
= 71.38 mm < 580

Hence O.K

348 x 0.000 x 580
= #DIV/0! mm2 < 390 mm2 (min Ast)

= 0.2 x 650 x 300
100
= 390 mm2
Provide 20 mm dia at 4 Nos at Top (Ast Provided = 1256 mm2)
Provide 20 mm dia at 4 Nos at Bottom
From Staad Output
Shear Force = 19.62 KN
Shear stress = 19.62 x 10 3

348 x 580
= 0.1 N/mm2
Max shear stress as per clause 304.7.1.2 of IRC:21-2000
= 2.2 N/mm2 > 0.1 N/mm2
Hence O.K
Shear reinforcement = 19.62 x 10 3

300 x 580
= 0.11 mm2/mm
Provide 2 Legged 6 mm dia stirrups at 514 mm c/c spacing

Check for Shear

a).One way Shear:
I).Critical Section for shear is at a distance d from face of pier.
Effective depth = 1712.5 mm
Center of pile from face = 835 mm Which is within the effective depth
Hence there is no shear force and shear reinforcement is not required
b. Punching shear :-
Critical section for shear is taken at d/2 from face of pile.
Distance of Critical section from the centre of pile = 1200 + 1713 = 1456.25 mm
2 2
Distance of effective section from face of pile = 1713 = 856 mm

2
Shear force at critical sectin due to Max.load on pile = 1850.81 Kn
Perimeter at critical section = b = 3.14 x 2 x 1456.25 = 9145 mm
Effective depth = 1712.5 mm
Punching shear = 1850.8 x 1000

9145 x 1712.5
= 0.118 N/mm 2 < 0.88 N/mm 2
As per clause 307.2.5.5 of IRC : 21 - 2000, the punching shear shall not exceed 0.16 fck
= 0.16 30 = 0.88 N/mm2
Hence safe in shear
Provide 6 Legged 10 mm dia 200 mm spacing in longitudinal direction

REINFORCEMENT DETAILS:- (Normal case)
1 PILE
Main reinforcemen= 32 mm rod 20 Nos
2 Pile cap
Bottom rod in longitudinal direction = Provide 25 mm rod #DIV/0! C/C

Bottom rod inTranverse direction = Provide 25 mm rod #DIV/0! C/C
Top rod in longitudinal direction = Provide 16 mm rod 180 C/C
Top rod in Transverse direction = Provide 20 mm rod #DIV/0! C/C
Provide 6 Legged 10 mm dia at 200 mm spacing in longitudinal direction

3 Column Pier
Main reinforcement = Provide 32 mm rod 25 Nos
Provide Lateral Ties - 10 mm @ dia 150 mm c/c
4 Pier cap

Provide 25 mm dia at #DIV/0! mm c/c atat top transverse
Provide 25 mm dia at #DIV/0! mm c/c aat bottom transverse dieection
Provide 18 12 mm dia stirrups at 410 mm c/c spacing in transverse direction.
5 Tie Beam
Provide 20 mm dia at 4 Nos at Top


mm c/c spacing in transverse direction.

REINFORCEMENT DETAILS:- (Seismic case)
1 PILE
Main reinforcement = 32 mm rod 20 Nos
2 Pile cap
Bottom rod in longitudinal direction = Provide 20 mm rod ### C/C

Bottom rod inTranverse direction = Provide 20 mm rod ### C/C
Top rod in longitudinal direction = Provide 16 mm rod 180 C/C
Top rod in Transverse direction = Provide 16 mm rod 180 C/C
Provide 6 Legged 10 mm dia at 200 mm spacing in longitudinal direction

3 Column Pier
Main reinforcement = Provide 32 mm rod 25 Nos
Provide Lateral Ties - 10 mm @ dia 150 mm c/c
4 Pier cap
Provide 20 mm dia at #DIV/0! mm c/c at Top Longitudinal direction

Provide 16 mm dia at 180 mm c/c at Bottom Longitudinal direction
Provide 25 mm dia at #DIV/0! mm c/c at top Transverse direction
Provide 16 mm dia at #DIV/0! mm c/c at Bottom Transverse direction
Provide 18 12 mm dia stirrups at 410 mm c/c spacing in transverse direction.
5 Tie Beam
Provide 20 mm dia at 4 Nos at Top


Triple Pier - Pile IRC 112

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Triple Pier - Pile IRC 112

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4 - laning of Coimbatore-Mettupalayam section of NH-67 Draft Detailed Project Report

Design of Triple Column Pier with Pile foundation

2. Brief Description of Structure:-

* Dead Load - i) Dead Load of Superstructure

NHAI Mukesh & Associates

1 Formation Level 303.000

2 Thickness of wearing coat 65 mm

3 Top of deck slab excluding wearing coat 302.935

4 Bottom of deck (BOD) 300.250

5 Highest Flood Level (HFL) 295.000

6 Top of Pier Cap 299.992

7 Founding Level 272.200

8 Bed level / Top of Pile cap 287.500

9 Maximum Scour Level 284.323

10 Depth of pile cap 1.800 m

NHAI Mukesh & Associates

11 Bottom of Pile cap 285.700

13 Diameter of pile 1200 mm

14 A) Grade of Concrete for pile & pilecap 35

B) Grade of Concrete for pier & piercap 30

15 Grade of Steel Fe 500

16 Unit weight of Concrete - for RCC 25 KN / m2

17 C/C of Expansion Joint 29 m

18 C/C of bearing 27.6

19 Width of the deck slab 12.50 m

20 Width of the carriageway 9.50 m

21 Thickness of wearing coat 65 mm

22 Width of footpath 1.5 m

NHAI Mukesh & Associates

22 Thickness of Kerb 275 mm at outer edge

23 Diameter of Column 2000 mm

24 Number of Columns 3 Nos

25 Length of pier cap 10.50 m

26 Width of Pier cap 2.60 m

27 Number of Bearings 4 Nos

28 Bearing Size 600 x 600 x 108

29 Unit weight of water, γ 10 KN/m3

Stress in concrete - N /mm2 Normal Seismic

For M35 15.63 23.45

32 Velocity of flow 2.832 m/sec

33 Nature of crossing square

NHAI Mukesh & Associates

750 3000 3000 3000 750 BOD - 300.250

150 225 300 375 299.992

10.992 Tie Beam

1200 Founding level

0.6 0.7 0.7 0.6

800 3600 800

NHAI Mukesh & Associates

800 3600 800

Plan View Dimension Detail of pile & pilecap

NHAI Mukesh & Associates

Diagram for the computation of Self weight of superstructure

1625 1000 2000 1000 2000 1000 1625

2125 3000 3000 2125

1080 6700 6700 6700 6700

300 300 300 400

730 150 2250 2250 17800 mm 2250 2250 150