Harpreet Singh New Presentation Yamuna Bridge EPE Package V - Presentation-2

BRIDGE OVER RIVER YAMUNA
(EASTERN PERIPERAL EXPRESSWAY) BSEC

WORKSHOP ON CODE OF PRACTICE FOR CONCRETE ROAD BRIDGES IRC:112 – 2011, ORGANISED BY IAHE
WORKSHOP ON IRC:112-
IRC:112-2011
DESIGN OF FOUNDATION

(EASTERN PHERIPHERAL EXPRESSWAY)
HARPREET SINGH
B&S ENGINEERING CONULTANTS PVT. LTD.

WELL FOUNDATION
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ON WELL
HEIGHT OF SUBMERGED (FROM WELL TOP TO MSL), H 14.040m
RADIUS OF ENVELOPING CYLINDER,
CYLINDER R 3 450m
3.450m
FOR H/R = 4.07 Ce = 0.73 (AS PER TABLE 4)
AND WEIGHT OF WATER OF ENVELOPING CYLINDER, We 525.00t
HYDRODYNAMIC FORCE ON WELL 13.97t
DISTANCE OF CG OF FORCE ABOVE MSL 6.02m
TOTAL HYDRODYNAMIC FORCE 17.00t
ITS MOMENT AT FOUNDING LEVEL 582.15tm
TOTAL FORCE IN LONGITUDINAL DIR. (including braking) 255.5 t
30% TRANSVERSE SEISMIC FORCE 60.9 t
TOTAL MOMENT AT FOUNDING LEVEL IN LONGITUDINAL DIRECTION 12518.4 t-m

MOMENT AT FOUNDING LEVEL DUE TO SEISMIC IN TRANS. DIRECTION 2781.7 t-m
INCREASE IN VERTICAL LOAD 49.0 t

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ON WELL
HEIGHT OF SUBMERGED (FROM WELL TOP TO MSL), H 14.040m
RADIUS OF ENVELOPING CYLINDER,
CYLINDER R 3 450m
3.450m
H/R 4.07
THEREFORE, Ce (AS PER TABLE 4) 0.730
AND WEIGHT OF WATER OF ENVELOPING CYLINDER, We 525.00t
HYDRODYNAMIC FORCE ON WELL 16.04t
DISTANCE OF CG OF FORCE ABOVE MSL 6.02m
TOTAL HYDRODYNAMIC FORCE 19.52t
ITS MOMENT AT FOUNDING LEVEL 574.48tm
TOTAL FORCE IN TRANSVERSE DIR. (including hydrodynamic force) 183.5 t

30% LONGITUDINAL SEISMIC FORCE (Including Hydrodynamic
force) 72.52 t
TOTAL MOMENT AT FOUNDING LEVEL IN TRANSVERSE DIRECTION 8697.8 tm
MOMENT AT FOUNDING LEVEL DUE TO SEISMIC IN LONG. DIRECTION 3755.5 tm
INCREASE IN VERTICAL LOAD 36.70 t
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DESIGN OF WELL CAP
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DESIGN OF WELL CAP

Well cap is provided to transfer the
loads and moments from pier to well
below.
Well cap top level is generally kept

above LWL.

For Well Cap Design Following steps are followed:
Estimation of Loads at pier Calculation of self weight

base and soil above cap
Application of loads over Staad Grillage Modelling

dispersed width /area
Calculation of Bending
Design & Detailing of
Moment & Shear Force in
reinforcement
SLS & ULS combinations
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Preliminary Details:
Diameter off well
Di ll at top = 6.9m
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Well cap Thickness = 2.2m
Steining Thickness = 0.95m
Diameter of pier = 3.0m
Well cap top /LWL = 186.5m
186 5m
Clear cover = 75mm
Grade of Concrete = M40
Reinforcement = Fe500

SKETCH WELL/WELL CAP/PIER
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ESTIMATION OF LOADS AT PIER BASE

F
Forces att pier
i base
b are taken
t k from
f
pier design for all possible
combination in SLS and ULS
condition and same are used here
for the design of well cap.
cap
Seismic forces calculated above are
increased by 35%as per clause 219.8
of IRC:6

As per clause 6.2

6 2 and 6
6.4
4 of IRC 112
112- 2011,
2011 material
factors are different for basic/seismic and accidental
load combinations hence forces are compiled
separately and designed accordingly.
Reinforcement Steel = 0.87fyk; For accidental = fyk
Concrete = 0.446 fck; For accidental = 0.56fck
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As per clause 16.4

16 4 (3) of IRC 112
112-2011
2011 for
hollow circular section a solid slab with
thickness 1/3rd of clear opening shall be
provided, integrally connected to walls.
Clear opening of well = 5m

Minimum thickness required = 1.67m,
Provided = 2.2m

STAAD MODELLING
Grillage with 0.25m member width is
developed in staad.
Self weight and weight of soil is applied
as member load over entire width.
Vertical loads and moments at pier base
are applied over dispersed area/width as
member loading.
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STAAD MODEL

STAAD MODEL
TRANSVERSE MEMBERS
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Diameter of pier = 3.0m

Effective depth of cap = 2.093m
2 093m
Dispersed diameter = 3+2.093*2
(at 45o dispersion) = 7.19m > 5.95m
(i.e. C/C steining)
Dispersed Area (π/4 * 5.952) = 27.8m2
Intensity of load on member
= Load * Width (0.25m) / Dispersed Area
Moment per meter length

= Moment / width of dispersion

Critical one quarter is

identified for design
bending moment &
Sh
Shear f
force
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SKETCH SHOWING
BENDING MOMENT
IN LONGITUDINAL &
TRANSVERSE
DIRECTION AT
CRITICAL LOCATION

Governing load case in longitudinal direction under

SLS condition is: HFL case with wind leading with
Max ML case
and in transverse direction is: HFL case with wind

leading with Max MT case
Maximum Bending Moment in governing SLS case is

388 tm/m in longitudinal direction and 364tm/m in
transverse direction.
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STRESS CHECK IN SLS CONDITION

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Construction Stage is governing for the design of well

cap in ULS condition
Maximum longitudinal Bending Moment = 692 tm/m

Maximum Shear Force in Long dir = 938 t
Maximum transverse Bending Moment = 625tm/m

Maximum Shear Force in Long dir = 943 t
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Shear in cap is checked as per clause 10.2.3 of IRC

112 2011 at distance deff from face of steining
112-2011, steining, in our
case it is at face of pier.
Punching shear is checked at periphery of pier and at

distance 0.5d from face of pier as per clause 10.4.2 of
IRC 112-2011.
Maximum punching shear in governing case is 4500t

and corresponding moment is 4200tm.

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DETAILING AS PER CLAUSE 16.6 OF IRC 112-2011:

1 Min Ast
1. = 0.26f
0 26fctm/fykbtd
= 0.26*3 / 500*btd = .00156 btd
OR = 0.0013 btd
2. Min Ast = 0.025 Ac

Provided 0.0044 btd
3. As per clause 16.6.1.3 (3) of IRC:112-2011, top

reinforcement is 25% of the maximum sagging
moment in span.

30
BSEC
THANK YOU
FOR YOUR PATIENCE
31

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BRIDGE OVER RIVER YAMUNA

(EASTERN PERIPERAL EXPRESSWAY) BSEC

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

30% TRANSVERSE SEISMIC FORCE 60.9 t

TOTAL MOMENT AT FOUNDING LEVEL IN LONGITUDINAL DIRECTION 12518.4 t-m

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

TOTAL FORCE IN TRANSVERSE DIR. (including hydrodynamic force) 183.5 t

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

DESIGN OF WELL CAP

DESIGN OF WELL CAP

Well cap top level is generally kept

BRIDGE OVER RIVER YAMUNA

For Well Cap Design Following steps are followed:

Estimation of Loads at pier Calculation of self weight

Application of loads over Staad Grillage Modelling

BRIDGE OVER RIVER YAMUNA

SKETCH WELL/WELL CAP/PIER

ESTIMATION OF LOADS AT PIER BASE

BRIDGE OVER RIVER YAMUNA

As per clause 6.2

As per clause 16.4

Clear opening of well = 5m

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

Diameter of pier = 3.0m

Moment per meter length

BRIDGE OVER RIVER YAMUNA

Critical one quarter is

BRIDGE OVER RIVER YAMUNA

Governing load case in longitudinal direction under

and in transverse direction is: HFL case with wind

Maximum Bending Moment in governing SLS case is

STRESS CHECK IN SLS CONDITION

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

Construction Stage is governing for the design of well

Maximum longitudinal Bending Moment = 692 tm/m

Maximum transverse Bending Moment = 625tm/m

BRIDGE OVER RIVER YAMUNA

BRIDGE OVER RIVER YAMUNA

Shear in cap is checked as per clause 10.2.3 of IRC

Punching shear is checked at periphery of pier and at

Maximum punching shear in governing case is 4500t