Challenge

Week 12 Challenge

VVinay Mehta27 Jan 2022

Aim: - Need to differentiate active and passive earth pressure.

Based on the given data, load over the bridge, the calculation to be done to analyze and design for the given load system.

Reinforcement tonnage to be calculated for all components of well foundation.

Sketch all the reinforcement details on a proper scale.

Introduction & Explanation: -

Active earth pressure is the earth pressure when the wall retaining the soil moves away from the backfill. Because of the movement of the wall soil mass adjacent to the retaining wall tends to break away from the remaining soil mass. Passive earth pressure is the earth pressure exerted when the wall moves towards the backfill.

BASIC DESIGN DATA
Span and Cross section Data
C/C of expansion gap (Left Span)		=	13.3 m	(Sq.)
C/C of bearing (Left Span)		=	12.3 m	(Sq.)
Distance of bearing to expansion gap (Left span)		=	0.5 m	(Sq.)
C/C of expansion gap (Right Span)		=	0	(Sq.)
C/C of bearing (Right Span)		=	0	(Sq.)
Distance of bearing to expansion gap (Right span)		=	0	(Sq.)
Carriageway width		=	9 m
Total width		=	12 m
No of longitudinal girders		=	4
C/c spacing of longitudinal girders		=	3.00 m
Footpath Width (Left side)		=	1.5 m
Footpath Width (Right side)		=	0.00 m
Crash Barrier Width (Left side)		=	0.50 m
Crash Barrier Width (Right side)		=	0.50 m
Handrail Width (Left side)		=	0.50 m
Handrail Width (Right side)		=	0.50 m
Wearing Coat Thickness		=	0.065 m
Depth of superstructure (Left Span)		=	1.32 m
Depth of superstructure (Right Span)		=	1.32 m
CG of superstructure from bottom (Left Span)		=	0.88 m
CG of superstructure from bottom (Right Span)		=	0.88 m
Height of crash barrier		=	0.07 m
Bearing thickness (Max)		=	0.15 m
Height of pedestal		=	0.25 m	(Min.)
Expansion joint		=	0.04 m
Skew Angle		=	0.00o	0.000	radians
Superelevation/camber		=	2.50%
Distance of FRL from pedestal of least height		=	7.50
Type of superstructure		=	PSC Girder and Deck
Salient Levels
Finished Road Level	FRL	=	214.500 m
Bearing Level (Avg)	BRL	=	212.165 m
Pier Cap Top Level	CTL	=	211.765
Well Cap top Level	WCTL	=	204.500 m
Well Cap bottom Level	WCBL	=	202.500 m
Lowest Bed Level	LBL	=	204.000 m
Maximum Scour Level	MSL	=	190.450 m
Soil Level		=	190.450 m
Highest Flood Level	HFL	=	210.403 m
Lowest Water Level	LWL	=	204.000 m
Zero Shear Level	ZSL	=	184.000 m
Founding Level (Actual)	FL	=	177.500
Founding Level (Design)	FL	=	177.500
Water Current Data
Maxm mean velocity		=	3.11 m/s
Constant "K" for pier in transverse dirn.		=	0.66
Constant "K" for pier in longitudinal dirn.		=	0.66	(Cl. 210.2, IRC:6-2014)
% of Uplift Considered		=	100%
Material Data
For Pier cap, pier and well cap
Grade of concrete	fck	=	M35
Design strength of concrete	fcd		15.63 MPa
Modulus of Elasticity of steel	Es	=	2.0E+05 MPa
Modulus of Elasticity of concrete	Ec	=	3.2E+04 MPa
Mean tensile strength of concrete	fctm	=	2.8 MPa
For well steining
Grade of concrete	fck	=	M30
Design strength of concrete	fcd		13.40 MPa
Modulus of Elasticity of steel	Es	=	2.0E+05 MPa
Modulus of Elasticity of concrete	Ec	=	3.1E+04 MPa
Mean tensile strength of concrete	fctm	=	2.5 MPa
(IRC 21)
Grade of steel	fyk	=	Fe500
Design strength of steel	fyd		434.8 MPa
Density of concrete (RCC & PCC)	conc_dens	=	2.5 t/m3	(Cl.203 (7), IRC 6 2014)
Density of wearing course		=	2.2 t/m3
Coefficient of Thermal Expansion of concrete		=	1.2E-05 /oC	(Cl.215.4, IRC 6 2014)
Shrinkage strain for concrete		=	2.0E-04	(Cl.217.3, IRC 6 2014)

Soil Data
Coefficient of Friction	=	0.5
Density of sand fill in well	=	2.0 t/m3
Density of soil	=	2.0 t/m3
Submerged Density of soil	=	1.0 t/m3
Type of founding strata	=	Medium Soil
Net safe bearing capacity at founding level	=	100 t/m2
Type of soil	=	Medium Soil

Partial Safety Factors	(As per Annex B of IRC:6-2014)
Also refer latest amendment-2, dated August 2014
Partial safety factor for relevant loads are presented here
For Loads

Ultimate Limit State (For Verification of Structural Strength)	(Table 3.2, Annex B, IRC:6-2014)
	Basic Comb	Seismic
Load		Comb
Dead Load	1.35	1.35
SIDL (except surfacing)	1.35	1.35
SIDL (surfacing)	1.75	1.75
Live load and associated	1.5	0
loads (Leading)
Live load and associated	1.15	0.2
loads (Accompanying)
Water Current	1	1
Buoyancy	0.15	1
Hydrodynamic Effect	-	1
Wind (Leading)	1.5	-
Wind (Accompanying)	0.9	-
Seismic Effect (During
service)	-	1.5
Seismic Effect (During
construction)	-	0.75

Serviceability Limit State	(Table 3.3, Annex B, IRC:6-2014)
Quasi-
Load	Rare Comb	permanent
		Comb
Dead Load	1	1
SIDL (except surfacing)	1	1
SIDL (surfacing)	1.2	1.2
Live load and associated
loads (Leading)	1	-
Live load and associated
loads (Accompanying)	0.75	0
Water Current	1	-
Buoyancy	0.15	0.15
Thermal Load (Leading)	1.0	-
Thermal Load
(Accompanying)	0.6	0.5
Wind (Leading)	1.0	-
Wind (Accompanying)	0.6	0
	Combination for Design of Foundation			(Table 3.4, Annex B, IRC:6-2014)
Load	Comb 1	Comb 2	Seismic Comb
Dead Load	1.35	1	1.35
SIDL (except surfacing)	1.35	1	1.35
SIDL (surfacing)	1.75	1	1.75
Backfill Earth Filling	1.35	1	1.35
Live load and associated
loads (Leading)	1.5	1.3	0
Live load and associated
	1.15	1	0.2
loads (Accompanying)
Water Current	1	1	1
Buoyancy (Base Pressure)	1	1	1
Buoyancy (Structural
	0.15	0.15	0.15
Design)
Hydrodynamic Effect	-	-	1
Thermal load	0.9	0.8	0.5
Wind (Leading)	1.5	1.3	-
Wind (Accompanying)	0.9	0.8	0
Seismic Effect (During
service)	-	-	1
Seismic Effect (During
construction)	-	-	0.5

Note:- Base Pressure has been checked as per combinations given in IRC:78-2014 as the above table can not be
considered for base pressure check as per amendments issued for IRC:6-2014 in August 2014

For Materials
Material	Basic Comb	Seismic
		Comb
Concrete	1.5	1.5
Reinforcing steel	1.15	1.15
Load Data
Dead Load
Left Span
Total weight of the superstructure			=	199 t
Right Span
Total weight of the superstructure			=	199 t
SIDL
Load intensity due to wearing course			=	0.286 t/m2	(both carriageway)
Self-weight of crash barrier			=	1.5 t/m	(both carriageway)
Self-weight of railing			=	0.6 t/m	(both carriageway)
The transverse eccentricity of wearing course			=	0 m
The transverse eccentricity of crash barrier			=	0 m
The transverse eccentricity of railing			=	0 m
The transverse eccentricity of footpath			=	0 m
FPLL
The maximum intensity of footpath live load			=	500 kg/m2

Substructure Data

211.765 m Pier Cap Top Level
1.00

1.00
209.765 m Pier Top Level

5.265

1.8

204.500 m Well Cap Top Level

2.0
Well cap
202.500 m Well Cap Bottom level
Top plug	0.00

Steining

190.450 m Max scour level/Rock Le
1.15

0.30
0.075	0.30

Well curb

Bottom plug
0.6
177.500 m Founding level

1.5	4.3	1.5

Transverse Cross Section

Type of Substructure	=	RCC circular pier with Pier Cap
Transverse eccentricity of substructure with	=	0.0 m
footing/cap c/l
Pedestal
Length	=	1.00 m
Width	=	1.00 m
Height	=	0.25 m
Nos.	=	5
Seismic Stopper
Longitudinal
Length	=	0.5 m
Width	=	1.0 m
Height	=	0.6 m
Nos.	=	4
Transverse
Length	=	0.8 m
Width	=	0.8 m
Height	=	0.4 m
Nos.	=	8
Pier Cap
Rectangular Part
Length (T-T)	=	11 m
Length (L-L)	=	2.2 m
Height	=	0.8 m
Trapezoidal Part
Length (T-T)	=	11 m
Length (L-L)	=	2.2 m
Height	=	0.85 m
Pier Shaft
Dia of pier shaft	=	2 m
Foundation Data
Type of foundation		Well foundation
Total No. Of circular wells	=	1
Dia of well cap	=	3.6 m
External dia of well	=	5 m
Thickness of well cap	=	1.5 m
Thickness of steining required	=	0.7 m
Thickness of steining	=	0.7 m
Thickness of top plug	=	0.5 m
Thickness of intermediate plug	=	0.00 m
Thickness of bottom plug (top cylindrical portion)	=	1.1 m
Thickness of bottom plug (bottom conical portion)	=	1.1 m
Height of well curb	=	1.4 m
Projection of well curb from outer face of steining	=	0.075 m
Thickness of well curb at bottom	=	0.150 m
Depth of Bottom Plug above Well Curb top	=	0.300 m
Grip length of well	=	12.95 m
Height of water fill	=	22.5 m
Height of sand fill	=	0 m
Clear Cover
Pier Cap	=	50.0 mm
Pier Shaft	=	50.0 mm
Well Cap	=	75.0 mm
Well steining	=	75.0 mm
Well curb	=	75.0 mm
Other Data
Seismic Zone	=	IV
Importance Factor	=	1.2
Response Reduction Factor for Substructure	=
Condition of Exposure	=	Moderate

LOAD CALCULATION FROM SUPERSTRUCTURE
Dead Load of Superstructure
Left Span
Total weight of superstructure (left span)	=	199 t
Reaction from left span	=	99.5 t
Right Span
Total weight of superstructure (Right span)	=	199 t
Reaction from right span	=	99.5 t
Total reaction on pier	=	199 t
Longitudinal moment	=	0 t-m
Transverse eccentricity of DL from c/l of pier	=	0 m
Transverse Moment	=	0 t-m
SIDL (crash barrier, railing, footpath) - excluding wearing course
Left Span
Crash barrier weight	=	26.6 t
Railing weight	=	0
Footpath/services weight	=	14.96 t
Right Span
Crash barrier weight	=	26.6 t
Railing weight	=	0
Footpath/services weight	=	14.96 t
Total reaction on pier (SIDL excluding w/c)	=	54.86 t
Longitudinal moment (crash barrier)	=	0 t-m
Longitudinal moment (railing)	=	0 t-m
Longitudinal moment (footpath)	=	0 t-m
Total Longitudinal Moment (SIDL excluding w/c)	=	0 t-m
Transverse eccentricity of crash barrier	=	0 m
Transverse Moment (crash barrier)	=	0 t-m
Transverse eccentricity of railing	=	3.75 m
Transverse Moment (railing)	=	49.88 t-m
Transverse eccentricity of footpath	=	4.75 m
Transverse Moment (footpath)	=	71.07 t-m
Total transverse moment (SIDL excluding w/c)	=	120.95 t-m
SIDL (wearing course)
Load intensity due to wearing course	=	0.22t/m2
Left Span
DL of wearing course	=	26.33 t
Right Span
DL of wearing course	=	26.33 t
Total reaction on pier (SIDL w/c)	=	474.22 kg/m^2
Longitudinal moment (wearing course)	=	0.000 t-m
Transverse eccentricity of wearing course	=	0 m
Transverse Moment (wearing course)	=	52.667 tm
Net eccentricity of SIDL from c/l of deck	=	0.000

Summary of Loads from Superstructure
Bearing level
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t-m	t-m
DL	199.0	199.0	0.0	0.0	0.0	0.0

SIDL (excluding w/c)	121.0	121.0	0.0	0.0	0.0	0.0
SIDL (w/c)	26.3	26.3	0.0	0.0	0.0	0.0
Pier bottom level
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t-m	t-m
DL	199.0	199.0	0.0	0.0	0.0	0.0
SIDL (excluding w/c)	121.0	121.0	0.0	0.0	0.0	0.0
SIDL (w/c)	26.3	26.3	0.0	0.0	0.0	0.0
Cap Bottom level
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t-m	t-m
DL	199.0	199.0	0.0	0.0	0.0	0.0
SIDL (excluding w/c)	121.0	121.0	0.0	0.0	0.0	0.0
SIDL (w/c)	26.3	26.3	0.0	0.0	0.0	0.0
Point of zero Shear
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t-m	t-m
DL	199.0	199.0	0.0	0.0	0.0	0.0
SIDL (excluding w/c)	121.0	121.0	0.0	0.0	0.0	0.0
SIDL (w/c)	26.3	26.3	0.0	0.0	0.0	0.0
Founding level
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t-m	t-m
DL	199.0	199.0	0.0	0.0	0.0	0.0
SIDL (excluding w/c)	121.0	121.0	0.0	0.0	0.0	0.0
SIDL (w/c)	26.3	26.3	0.0	0.0	0.0	0.0

CALCULATION OF FORCES DUE TO WATER CURRENT (HFL CASE)

Max. Mean velocity of current	=	3.11 m/s
Constant "K" for rectangular pier cap	=	1.5
Constant "K" for circular pier in transverse dirn.	=	0.66
Constant "K" for circular pier in longitudinal dirn.	=	0.66
Constant "K" for circular cap	=	0.66
		(Cl. 210.2, IRC:6-2014)
		HFL
	0.66 t/m^2

0.4675 t/m^2		Pier Bottom Level
0.4009 t/m^2		Well cap Bottom Level
	Max. Scour Level
HFL	=	210.403 m
Pier Top Level	=	209.77
Pier Bottom Level	=	204.5 m
Maximum Scour Level	=	190.450 m
Founding level	=	177.500 m
Scour Depth below HFL	=	19.953 m
Maximum intensity of pressure for rectangular section	=	52KV2
	=	1508.8 kg/m2
	=	1.51 t/m2
Maximum intensity of pressure for circular section	=	52KV2
	=	663.9 kg/m2
	=	0.66 t/m2
Water Current in Transverse Direction
Force on pier Cap:
Submerged height of pier cap	=	0.638 m
Intensity of pressure at pier cap bottom level	=	1.461 t/m2
Length of pier cap	=	3.21 m
Force on pier in transverse direction	=	3.0 t
acting at RL	=	210.086 m
Transverse moment due to force on pier cap at pier bottom	=	17.0 t-m
Force on pier:
Submerged height of pier	=	5.26 m
Intensity of pressure at pier top level	=	0.643 t/m1
Intensity of pressure at pier bottom level	=	0.467 t/m2
Diameter of circular pier	=	3.6 m
Force on pier in transverse direction	=	10.5 t
acting at RL	=	207.909 m
Transverse moment due to force on pier at pier bottom	=	35.9 t-m
Force on well:
External dia of well	=	7.3 m
Submerged height of well	=	14.050 m
Force on well in transverse direction	=	24.0 t
acting at RL	=	199.817 m
Transverse moment due to force on well at founding level	=	535.0 t-m
Transverse moment due to force on well at scour level	=	224.6 t-m

Force on well cap
Force on well cap in transverse direction				=	6.3 t
			acting at RL	=	203.526 m
	Water Current in 20o from Transverse Direction
Force on pier cap
Force on pier cap in transverse direction				=	2.7 t
			acting at RL	=	210.086 m
	Transverse moment due to force on pier at pier bottom			=	15.0 t-m
Area of pier cap in longitudinal direction				=	7.030 m2
Force on pier in longitudinal direction				=	0.5 t
			acting at RL	=	210.086 m
	Longitudinal moment due to force on pier at pier bottom			=	3.0 t-m
Force on pier
Force on pier in transverse direction				=	9.3 t
			acting at RL	=	207.909 m
	Transverse moment due to force on pier at pier bottom			=	31.7 t-m
Dia of circular pier				=	1.8 m
Force on pier in longitudinal direction				=	0.6 t
			acting at RL	=	207.909 m
	Longitudinal moment due to force on pier at pier bottom			=	2.1 t-m
Force on well
Force on well in transverse direction				=	21.2 t
			acting at RL	=	199.817 m
	Transverse moment due to force on well at founding level			=	472.4 t-m
	Transverse moment due to force on well at scour level			=	198.3 t-m
Force on well in longitudinal direction				=	2.8 t
			acting at RL	=	199.817 m
	Longitudinal moment due to force on well at founding level			=	62.6 t-m
	Longitudinal moment due to force on well at scour level			=	26.3 t-m
Force on well cap
Force on well cap in transverse direction				=	5.6 t
			acting at RL	=	203.526 m
	Force on well cap in longitudinal direction			=	0.7 t
			acting at RL	=	203.526 m

		Summary of Force Due to Water Current (At Pier Bottom)
	Pmax	Pmin	ML	MT	HL	HT
Load Item
	t	t	t-m	t-m	t	t
Water Current (0o)	0	0	0	52.8	0	13.6
Water Current (20o)	0	0	5.1	46.7	1.2	12.0
		Summary of Force Due to Water Current (At Well Cap Bottom Level)
Load Item	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Water Current (0o)	0.0	0.0	0.0	86.5	0.0	19.9
Water Current (20o)	0.0	0.0	13.1	71.4	6.7	12.7
		Summary of Force Due to Water Current (At Point of zero Shear)
Load Item	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Water Current (0o)	0.0	0.0	0.0	710.0	0.0	37.5
Water Current (20o)	0.0	0.0	73.1	627.0	4.0	33.1
		Summary of Force Due to Water Current (At Foundation Level)
Load Item	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Water Current (0o)	0.0	0.0	0.0	954.0	0.0	37.5
Water Current (20o)	0.0	0.0	98.8	842.4	4.0	33.1

Summary of Force Due to Water Current (At Maximum Scour Level)
Load Item	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Water Current (0o)	0.0	0.0	0.0	467.9	0.0	37.5
Water Current (20o)	0.0	0.0	83.9	413.2	4.0	33.1

Live load
Both span laoded
1 lane 70R wheeled
Load in left span	37.75 t
load in right span	42.15 t
one span loaded
1 lane 70 R wheeled
Load in left span	62.79 t
load in right span	0
Load % to be taken after reduction	No reduction
Imapct factor-1L70R	1.24 as per IRC 6
Bearing Type	Elastomeric

Both span loaded
1 70R wheeled
Rb	37.75 t
Rc	42.15 t
Vertical force on pier	79.9 t
Longitudinal moment	2.3 tm
Total bracking force at beraing Lvl	9.8 t
Total bracking force at beraing Lvl	10.2 t
Total HRL force	9.8 t
Transverse moment	232.11 tm

Both span laoded
2 llane 70R wheeled
Load in left span	62.79 t
load in right span	62.79 t
Vertical force on pier	31.395 tm
Total bracking force at beraing Lvl	18.4 t
Total HRL force	18.4 t
Transverse moment	182.40 tm

Normal case
Force at bearing level
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0


Force at pier bottom
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0


Force at cap bottom levell
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0


Max scour level
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0


Point of zero shear
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0


Founding level
Load case	Pmax	Pmin	ML	MT	HL	HT
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.232	28.62	224.36	22.63	0

WIND LOAD

Height of crash barrier	0.5 m
Width of super structure	12 m
Clear height of pier	7.665 m
Overall depth of super structure	1.32 m
Transverse Wind force,FT= PzAG*Cd
Where, Pz= Hourly mean wind pressure in N/sq.m
A= Exposed area in sq.m
G= Gust factor
Cd= Drag coefficient	As per TABLE 4,CL.209.2 IRC 6:2014
Pz	1064.5 N/sq.m
Vz	42.1 m/s
Basic wind speed	50 m/s
Type of terrain	Plain terrain
Wind load on DL+SIDL
Gust factor,G	2
Cd= Drag coefficient	1.3
Exposed solid area	29.526 m^2
Transverse wind force, FT	8.17 t
Wind force FLD=25% of Transverse wind force	2.04 t
Projected area in plan producing obstruction	159.6 m^2
Lift coefficient,CL	0.75
Total upward wind force on super structureFvD	25.48 t (-ve)

Wind load on live load as per CL.209.4 of IRC:6-2014
Basic wind speed is restricted to 36m/, sas for above speeds, it is considered that deck is nit carrying any live load on it (CL. 209.3.7, IRC 6:2014)	36 m/s
Distance of railing top from OGL	5.937 m
Type of terrain	Plain Terrrain
Hourly mean wind Pr.,for a wind speed of 36 m/s, 4.744 m height, PzWind Speed,Vz	42.1 m/s

Wind load on super structure as per CL.209.4 of IRC:6-2014
Pier Cap: -
Area of pier exposed to wind above GL in m^2	1.25 m^2
Avg height of pier cap from top of GL	3.66 m
Ratio of thickness to breadth,t/b	4.49
Ratio of height to breadth,h/b	0.33
Drag coefficient for piercap from Table-6 Cd	1.2
Transverse wind force, FT	0
	0.319 t

Forces @ pier bottom level
HL wind	FLcosθ - FTsinθ	0
HT wind	FLsinθ + FTcosθ	1
	ML	0
	MT	11.4
Pier: -
Area of pier exposed to wind above GL in m^2	6.4m^2
Avg height of pier cap from top of GL	9.13 m
Ratio of thickness to breadth,t/b	12.14
Ratio of height to breadth,h/b	13.04
Drag coefficient for piercap from Table-6 Cd	1.2
Transverse wind force, FT	0
	1.635 t

Forces @ pier bottom level
HL wind	FLcosθ - FTsinθ	0
HT wind	FLsinθ + FTcosθ	6.1
	ML	0
	MT	69.9

Force at footimg bottom level
Load case	Pmax	Pmin	ML	MT	HL	HT
Wind	t	t	tm	tm	t	t
	-25.48	-25.48	22.9	171.8	2.04	8.17

Summary
Force at bearing level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	199	199	0	0	0	0
SIDL	54.86	54.86	0	120.95	0	0
SIDL (WC)	26.33	26.33	0	53	0	0

Force at pier bottom level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	199	199	0	0	0	0
SIDL	54.86	54.86	0	120.95	0	0
SIDL (WC)	26.33	26.33	0	53	0	0

Force at piercap bottom level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	199	199	0	0	0	0
SIDL	54.86	54.86	0	120.95	0	0
SIDL (WC)	26.33	26.33	0	53	0	0

One span dislodged condition
DL of super structure	99.50 t
Long. Moment	49.75 tm
SIDL (wo WC)
Load on pier	27.43 t
Long. Moment	13.72 tm
Trans. Moment	0
SIDL (WC)
Load on pier	13.17 t
Long. Moment	6.58 tm
Trans. Moment	0

Force at bearing level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	99.5	99.5	49.75	0	0	0
SIDL	27.43	27.43	13.72	0	0	0
SIDL (WC)	13.17	13.17	6.58	0	0	0

Force at pier bottom level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	99.5	99.5	49.75	0	0	0
SIDL	27.43	27.43	13.72	0	0	0
SIDL (WC)	13.17	13.17	6.58	0	0	0

Force at pier cap bottom level
Load case	Pmax	Pmin	ML	MT	HL	HT
	t	t	tm	tm	t	t
DL	99.5	99.5	49.75	0	0	0
SIDL	27.43	27.43	13.72	0	0	0
SIDL (WC)	13.17	13.17	6.58	0	0	0

Calculation of weight of well

Weight of well cap
Length of well cap (revised as per new arrangement)	=	7.95	m
Width of well cap (revised as per new arrangement)	=	8.10	m
Thickness of well cap	=	1.5	m
Weight of well cap	=	322.0	t
Weight of top plug
Internal dia of well	=	3.6	m
Height of top plug	=	0.00	m
Weight of top plug	=	0.0	t
Weight of steining
External dia of well	=	5.0	m
Internal dia of well	=	3.6	m
Height of steining at point of zero shear	=	18.5	m
Weight of steining at point of zero shear	=	1027.6	t
Height of steining at founding level	=	22.8	m
Weight of steining at founding level	=	1266.5	t
Weight of intermediate plug
Internal dia of well	=	3.6	m
Height of intermediate plug	=	0.3	m
Weight of intermediate plug	=	14.7	t
Weight of sand fill
Internal dia of well	=	3.6	m
Height of sand fill at point of zero shear	=	6.1	m
Weight of sand fill at point of zero shear	=	241.5	t
Height of sand fill at founding level	=	0.0	m
Weight of sand fill at founding level	=	0.0	t
Weight of bottom plug
Dia of bottom plug in cylindrical portion	=	5.0	m
Area of c/s of bottom plug in cylindrical portion		19.6	m2
Dia of bottom plug at founding level	=	7.2	m
Area of c/s of bottom plug at founding level		40.2	m2
Height of top cylindrical portion	=	0.6	m
Height of bottom conical portion	=	1.90	m
Weight of bottom plug	=	168.6	t
Weight of well curb
Area of c/s of well curb	=	1.531	m2
Average dia of ring	=	5.667	m
Weight of well curb	=	68.1	t
Total weight of well at zero shear level	=	1954.4	t
Total weight of well	=	2333.2	t
Weight of soil on curb projection
External dia of well	=	7.3	m
Length of projection	=	0.075	m
Area of c/s of soil on projection	=	1.738	m2
Normal case
Height of soil on projection (LWL case without scour)	=	24.6	m
Weight of soil on projection (LWL case without scour)	=	85.5	t
Volume of sump	=	p x h2 (R-h/3)
	=	20.6 m3
Calculation of buoyancy on well
HFL CASE
Volume of well upto FL		=	1150.65 m3
Buoyancy force on well upto FL		=	-1150.7 t
Buoyancy force on well upto ZSL		=	-858.00 t

At Zero Shear Level
	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Weight of well	1954.4	1954.4	0	0	0	0.0
Wt of soil on projection	0.0	0.0	0	0	0	0.0
Buoyancy on well	-1150.7	-1150.7	0	0	0	0.0

At Founding Level
	Pmax	Pmin	ML	MT	HL	HT
	t	t	t-m	t-m	t	t
Weight of well	2333.2	2333.2	0	0	0	0.0
Wt of soil on projection	85.5	85.5	0	0	0	0.0
Buoyancy on well	-1150.7	-1150.7	0	0	0	0.0

ACTIVE EARTH PRESSURE
	Description	RL at top	RL at bottom	height	width	b = angle of inclination of wall with horizontal	f = angle of shearing resistance	d = angle of friction between soil and wall	I = angle of inclination of soil with horizontal	kah	kph	c	g	kah.g.h top	kah.g.h bottom	-2c.(kah)^0.5	Int of Active Earth Pressure at top	Int of Active Earth pressure at bottom	FOS	Force -normal	RL of acting force	M - founding level -normal
1	FRL-Well cap top	214.500	204.500	10.000	1.800	1.571	0.000	0.000	0.000	1.000	1.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000	1	0.0	0.000
2	Well cap top-lbl	204.500	204.000	0.500	7.300	1.571	0.000	0.000	0.000	1.000	1.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000	1	0.0	204.165	0.0
3	lbl-lay1	204.000	193.071	10.929	7.300	1.571	0.524	0.349	0.000	0.279	5.737	0.000	1.030	0.000	3.145	0.000	0.000	3.145	2	0.0	196.678	0.0
4	layer 1-MSL	193.071	190.450	2.621	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.010	3.145	3.794	0.000	3.145	3.794	2	0.0	191.720	0.0
5	MSL -Layer 2	190.450	190.450	0.000	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.010	3.794	3.794	0.000	3.794	3.794	2	0.0	190.450	0.0
6	Layer 2- Layer 3	190.450	190.071	0.379	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.010	3.794	3.888	0.000	3.794	3.888	2	5.3	190.260	67.8
7	Layer 3- Layer 4	190.071	185.571	4.500	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.020	3.888	5.013	0.000	3.888	5.013	2	73.1	187.726	747.6
8	Layer 4- well curb top	185.571	179.571	6.000	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	5.013	6.465	0.000	5.013	6.465	2	125.7	182.445	621.5
9	well kerb top-Layer 5	179.571	179.571	0.000	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	6.465	6.465	0.000	6.465	6.465	2	0.0	179.571	0.0
10	Layer 5- FL	179.571	177.500	2.071	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	6.465	6.966	0.000	6.465	6.966	2	50.8	178.523	51.9
																				254.9		1488.8


PASSIVE EARTH PRESSURE
	Description	RL at top	RL at bottom	height	width	b = angle of inclination of wall with horizontal	f = angle of shearing resistance	d = angle of friction between soil and wall	I = angle of inclination of soil with horizontal	kah	kph	c	g	kah.g.h top	kah.g.h bottom	-2c.(kah)^0.5	Int of Active Earth Pressure at top	Int of Active Earth pressure at bottom	FOS	Force -normal	RL of acting force	M - founding level -normal
1	MSL -Layer 2	190.45	190.45	0.000	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.010	0.000	0.000	0.000	0.000	0.000	2	0.0	190.450	0.0
2	Layer 2- Layer 3	190.45	190.071	0.379	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.010	0.000	2.869	0.000	0.000	2.869	2	2.0	190.196	25.2
3	Layer 3- Layer 4	190.071	185.571	4.500	7.300	1.571	0.576	0.384	0.000	0.245	7.496	0.000	1.020	2.869	37.274	0.000	2.869	37.274	2	329.7	187.178	3190.7
4	Layer 4- well curb top	185.571	179.571	6.000	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	37.274	87.933	0.000	37.274	87.933	2	1371.0	182.166	6397.7
5	well kerb top-Layer 5	179.571	179.571	0.000	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	87.933	87.933	0.000	87.933	87.933	2	0.0	179.571	0.0
6	Layer 5- FL	179.571	177.5	2.071	7.300	1.571	0.593	0.393	0.000	0.235	8.197	0.000	1.030	87.933	105.419	0.000	87.933	105.419	2	730.8	178.504	733.9
																				2433.5		10347.5

Normal case - LWL
Case	Force (t)	Moment (tm)
Active Pressure	254.87	1488.8
Passive Pressure	2433.47	10348

Let point of zero shear occure at Y m below MSL
Assume Y	4.088 m
Horizontal force HR	72.68 t
Now, total active force + FR-total passive force	0
160.16+72.68-232.83 = 0
Therefore point of zero shear occures at RL	186.362 m

Combination of loads
Both span present

	Unfactored
Loads	Pmax	Pmin	ML	MT	HL	HT
DL	199	199	0	0	0	0
SIDL	54.86	54.86	0	0	0	0
Wearing Coat	26.33	26.33	0	0	0	0
LL-Leading	98.28	98.28	63.7	285.49	12.05	0
Weight of sub structure	9.46	9.46	0	0	0	0
Well weight	123.85	123.85	0	0	0	0
Weight of soil above footing	2333.2	2333.2	0	0	0	0
Wind	0	0	0	0	0	0
Total	67.4	-67.4	22.9	171.8	2.04	8.17
	2912.38	2777.6	86.6	457.29	14.1	8.17
	5824.76	5555.2	173.2	914.58	28.19	16.34

	Factored
Loads	Factor	Pmax	Pmin	ML	MT	HL	HT
DL	1.35	268.65	268.65	0	0	0	0
SIDL	1.35	74.061	74.061	0	0	0	0
Wearing Coat	1.75	46.078	46.078	0	0	0	0
LL-Leading	1.5	147.42	147.42	95.55	428.24	18.075	0
Weight of sub structure	1.15	10.879	10.879	0	0	0	0
Well weight	1.35	167.2	167.2	0	0	0	0
Weight of soil above footing	1.35	3149.8	3149.8	0	0	0	0
Wind	1.325	0	0	0	0	0	0
Total	1.35	90.99	-90.99	30.915	231.93	2.754	11.03
	1.5	4368.6	4166.4	129.9	685.94	21.15	12.255
		8323.7	7939.5	256.37	1346.1	41.979	23.285

Base pressure check
Dia of well at the base	7.45 m
Area of well at base A	43.59 m^2
Section modulus of well at baZ	40.59 m^3
Actual tilt in longitudinal direction	1 in 36.5
Actual tilt inn transverse direction	1 in 35.6
Actual shift at bottom in long direction	-0.06
Actual shift at bottom in tran direction	0.108 m
Well cap shift in long. Direction from bottom	0.34
Well cap shift in tran. Direction from bottom	0.433

Gross SBC (LEL)	80 t/m^3

Load case No.

Pmax

Pmin

ML due to tilt & shift

MT due to tilt and shift

Moment due to passive resistance

Moment due to active resisttance

Net moment

P/A+M/Z

P/A-M/Z

Check

2912.38

2777.6

86.6

457.29

14.1

8.17

72.73

46.36

93.73

3547.3

1488.8

10348

75.8

72.7

	Unfactored
Loads	Pmax	Pmin	ML	MT	HL	HT
DL	199	199	0	0	0	0
SIDL	54.86	54.86	0	0	0	0
Wearing Coat	26.33	26.33	0	0	0	0
LL-Leading	98.28	98.28	63.7	285.49	12.05	0
FPLL	9.46	9.46	0	0	0	0
Weight of sub structure	123.85	123.85	0	0	0	0
Well weight	2333.2	2333.2	0	0	0	0
Weight of soil above footing	0	0	0	0	0	0
Wind	67.4	-67.4	22.9	171.8	2.04	8.17
Buoyancy on well& well cap	-837.1	-837.1	0	0	0	0
Total	2075.28	1940.5	86.6	457.29	14.09	8.17

Steining Check
Dia of well at the base	7.45 m
Area of well at base A	43.59 m^2
Section modulus of well at baZ	40.59 m^3
Actual tilt in longitudinal direction	1 in 36.5
Actual tilt inn transverse direction	1 in 35.6
Actual shift at bottom in long direction	-0.06
Actual shift at bottom in tran direction	0.108 m
Well cap shift in long. Direction from bottom	0.34
Well cap shift in tran. Direction from bottom	0.433
LWL without scour
Gross SBC (LEL)	80 t/m^3

Load case No.

Pmax

Pmin

ML due to tilt & shift

MT due to tilt and shift

Moment due to passive resistance

Moment due to active resisttance

Net moment

P/A+M/Z

P/A-M/Z

Check

2075.281

1940.5

89.604

57.291

14.108

8.177

72.73

46.335

57.73

774.8

1774

10348

150.3

`-9.6

Steining is designed as PCC section with minimum 0.12% of steel asCL.708.304 of IRC:78-2014. Capacity of section, stress and crack width is checked for the assumed steining section and following reinforcements.
Clear cover	75 mm
Minimum area of vertical reinforcement required	26662.7 mm^2

Provide	120 nos	12 nos. on outer face 12 on inner face
Area of vertical rein. Provided	27143.36 mm^2
The minimum stress in steining is 0.94 Mpa (as shown in Annexure-A) for rare combination of loads.
Hoop reinforcement shall not be less than 0.04% of the volume/ unit length of the steining
Volume of hoop reinforcement	8887566 mm^3/m
Provide 10 mm dia @ 300 mm c/c
Length of outer hoop steel	22493.8 mm
Length of inner hoop steel	15847.96 mm
Volume of hoop reinforcement	10037851 mm^3/m

Well Curb Reinforcement
Outer dia. Of well	7.3 m
Inner dia. Of well	5 m
Height of well curb	2.2 m
Area of c/s of well curb	1.53 m^2
Avg. dia of ring	5.6 m
Weight of well curb	68.15 t
Min area of rein. required	72 kg/m^3 of concrete	IRC78-2014:CL.708.7.3
Min required wt of reinfocement	1962.71 Kg
Reinforcement provided

Discription	No	Bar Dia Af(m^2)	Dia of ring	Length (m)	Weight (kg)
W1, outer ring	8	160	7.351	23.09	291.6
W3, innner top ring	7	120	6.267	19.69	122.35
W2, inner bottom ring	9	160	6.233	19.58	278.16
W5, ring connector	120	160		5.5	1041.3
W6, hora connector	960	100		0.559	330.86

Total Reinforcement	2063.4 mm^2	OK

DESIGN OF WELL CAP

Well cap has been designed as a plate supported at the boundary by steining and subjected to vertical loads & moments through the
substructure .The load is considered after 45o dispersion through the depth of the slab, upon the effective depth. Since the vertical load after
dispersion practically covers the entire dredge hole area, the load is considered as UDL and bending moments calculated accordingly. 50% of
the sagging moment at the centre of well cap is considered at support to account for partial fixidity of the well cap with the steining. Effect of
moment is considered by considering an equivalent triangular distribution of load for shear force. For the moment , effect has been taken as
per " Formula for stress & strain " by R.F. Roark & Young.

	1.80 m		7.30 m
1.150 m		7.00 m	(false
		5.00 m	steining
excluded)

1.80 m

False steining
2.00 m

Well steining

Design for shear :	D

I) Shear force on well cap due to moment M
where M is the moment at the base of the
well cap. Bending moment M acting on well
cap through substructure is equivalent to
that of triangular load distribution as shown
in the figure.

Maximum loading intensity due to triangular
distribution , po = MR/(piR4/4)
= 4M/(piR3)

Shear force /m run at a distance "a" from centre = Sm
Sm =pa/4 = poa2/4R
where p = po*a/R & R = D/2

Do

po	p

a

D

ii) Shear force on well cap due to udl

Let q be the intensity of udl

Total load = pia2q
Shear force/m run = Su = qpia2/2pia = q*a/2

Total shear force/m run = Sm + Su

217

Design for flexure :

I) Due to externally applied moment, Mm

Mm = poa2( 5 + n )/ 72*(3)0.5		where po = as mentioned earlier
	a	= Do/2
	n	= Poisson's ratio = 0.20
		(refer Roark's Handbook for Stress & Strain, page 435)

ii) Due to udl, Mo	Mm = qDo2(5+n) / 72*30.5
Mm = qDo2(5+0.2) / 72*30.5
Sagging moment at centre = Mo = q*Do2/ 30		Mm = q*Do2/24
		The value of moment has been taken as 80%
Hogging moment at centre = q*Do2/ 60		of the moment at the centre with udl to account
		for partial fixity.
Total moment/ m run	= Mo + Mm

Outer diametre of well cap (excluding false steining)=		7.30 m
Depth of well cap	=	2.00 m
	Dispersion of load at 45o from pier is taken upto the cg of bottom steel reinforcement i.e.upto a depth
i.e. upto a depth of , " d "	=	1.913m
Dispersion length along
longitudinal direction	=	5.625m
Dispersion length along
transverse direction	=	5.625m limited to a value of	7.30 m

Hence, the loaded area	=	24.85m2	T-T axis
(Loaded area has been calculated based on actual
dispersion)
L-L axis

Check for shear :

Case 3	normal lwl			no scour
Total load at well cap bottom		=	3038.2 t
	MRes	=	1189.6 t-m
	a	=	0.59 m
Weight due to well cap		=	209.3 t
	i) Shear force due to moment
Maximum load intensity ( po )		=	31.1 t
Shear force/m run, Sm		=	0.7 t/m
	ii) Shear force due to vertical load
Load from superstructure &
substructure		=	2755.7 t
Intensity due to load from
self weight of well cap		=	5.0 t/m2
Intensity due to load from
superstructure & substructure		=	110.9 t/m2
Total load intensity		=	115.9 t/m2
	Shear force will be calculated at a distance " d " from inner face of steining.
Shear force/m run, Su		=	34.0 t/m
Total shear force/m run		=	34.8 t/m
Shear stress = V/b*d		=	18.19 t/m2
	or	=	0.182 N/mm2

218

Check for Shear

Design Shear force		VRd	=				34.8
	Shear capacity of section without shear reinforcement
Overall Depth of section			=				2000.0
Effective Depth		d	=				1912.5
K	=	1 +		200		≤
				d
νmin	=	0.031K3/2fck1/2				=
σcp	=	NEd/Ac	<		0.2fcd
ρl	=	Asl		≤			0.02
		bwd
VRd.c	=	[0.12K(80ρlfck)0.33 + 0.15σcp]bwd
	=	59.3 t
Shear reinforcement not required

Check for flexure :

Governing case

i) Moment due to udl load :

c/c Distance of steining, Do			=	6.150 m
		a	=	3.075 m
Max.sagging moment, Mo			=	146.11 t-m
Max. Hogging moment, Mo'			=	73.06 t-m
	ii) Moment due externally applied load :
Moment Mm			=	11.3 t-m
	Total moment = Mo + Mm		=	157.45 t-m		84.39 t-m at top
Rlim	=	#NAME?	MPa
dreqd	=	√(Mu/(Rlim*b))	=
R	=	Mu/bd2	=	0.43		bottom
R	=	Mu/bd2	=	0.23	top
Ast, required		bottom	=	1920.6	mm2/m
Ast, required		top	=	1022.5	mm2/m
Ast, required	minimum		=	2784.6	mm2/m	(max. Of 0.26fctm/fykbtd and 0.0013bt*d)
Ast, required	governing	bottom	=	2784.6	mm2/m
Ast, required	governing	top	=	2784.6	mm2/m
Provide reinforcement:
f20	@ 110 c/c
Ast provided		=	2855.99	mm2/m	So O.K.
at bottom
f32	@ 250 c/c	+	f25	@ 250 c/c
Ast provided		=	5180.49	mm2/m	So O.K.
at top