Challenge

Week 12 Challenge

RRprasanna Venkatesh25 Jun 2023

Q 1. Difference B/w active & passive earth pressure.

The minimum value of lateral earth pressure exerted by soil on a structure, occurring when the soil is allowed to yield sufficiently to cause its internal shearing resistance along a potential failure surface to be completely mobilized.

Passive pressure is a condition in which the retaining system exerts a force on the soil. Since soils have a greater passive resistance, the earth pressures are not the same for active and passive conditions

Q 2.) Design of well foundation

Load calcualtion :

BASIC DESIGN DATA
Given data
Span and Cross section
Left span
c/c of exp.joint		13.3	m
c/c of bearing		12.3	m
Girder overhang beyond bearing		0.35	m
Dist. of bearing to exp.joint		0.5	m
Right span
c/c of exp.joint		13.3	m
c/c of bearing		12.3	m
Girder overhang beyond bearing		0.35	m
Dist. of bearing to exp.joint		0.5	m
Total Deck width		12	m
Carriageway width		9	m
Footpath width (one side)		1.5	m
Width of Crashbarrier-both sides		0.5	m
Width of median		0.5	m

Superstructure details
No. of girders		4
Spacing of girders		3	m
Cantilever on both sides		1.5	m
Depth of Superstructure-left		1.32	m
Depth of Superstructure-right		1.32	m
CG of superst. from bottom-left		0.88	m
CG of superst. from bottom-left		0.88	m
Wearing coat thickness		0.065	m
Dist. of FRL from bearing of least height		10.9	m
Bearing thickness		0.07	m
Pedestal thickness		0.25	m
Superelevation		2.5	%

Levels
Height of Substructure =	Assume	7.665	m
Finished Road Level FRL = 214.500
Founding Level (Design) FL = 177.50
Zero Shear Level ZSL = 184.000 m
Lowest Water Level LWL = 204.000
Highest Flood Level HFL = 210.403
Maximum Scour Level MSL = 190.450 m
Well Cap bottom Level WCBL = 202.500
Well Cap top Level WCTL = 204.500
Pier Cap Top Level CTL = 211.765
Bearing Level (Avg) BRL = 212.165 m
Clear cover for foundation =		75	mm

Water current Data
Max. mean velocity		3.11	m/s
Constant 'k' for pier in transverse dir		0.66
Constant 'k' for pier in longitudinal dir		0.66
% of uplift considered		100	%

MATERIALS USED
For piercap, pier, well cap
Grade of Concrete	fck	M35
Design strength of concrete	fcd	15.63	MPa
Grade of Steel	fyk	Fe500
Design strength of steel	fyd	434.8	MPa
Coef. of thermal expansion of concrete		1.2	E-05/˚ c
Shrinkage strain for concrete		2	E-04
Modulus of elasiticity of steel	Es	200000	MPa
Modulus of elasiticity of concrete	Ecm for M35	32000	MPa
Mean axial tensile strength of concrete	fctm	2.8	MPa
Density of Concrete (RCC) =		2.5	t/m3
Density of Wearing coat =		2.2	t/m3
For well steining
Grade of Concrete	fck	M30
Design strength of concrete	fcd	13.4	MPa
Coef. of thermal expansion of concrete		1.2	E-05/˚ c
Shrinkage strain for concrete		2	E-04
Modulus of elasiticity of concrete	Ecm for M30	31000	MPa
Mean axial tensile strength of concrete	fctm	2.5	MPa

Soil Parameters
Density of sand fill in well		2	t/m3
Density of dry backfill		2	t/m3
Density of submerged backfill		1	t/m3
Net SBC		80	t/m3
Type of soil		medium	soil

Load on Superstructure :

Dead load
Total weight of Superstructure-left =			199	t
DL reaction of left span =			99.5	t
Total weight of Superstructure-right =			199	t
DL reaction of right span =			99.5	t
Total reaction on pier =			199	t
Unbalanced Long. Moment =			0	tm
Transverse ecc. of DL from pier c/l			0	m
Trans. Moment due to unbalanced DL			0	tm

SIDL (except WC)
Weight of Crash barrier =			1	t/m
Weight of Crash barrier =			26.6	t
Weight of median =			13.30	t
Weight of Footpath =			14.96	t
Total reaction on pier =			54.86	t
Total Long. Moment =			0.00	tm
Transverse ecc. of CB			0.00	m
Transverse ecc. of median			3.75	m
Transverse moment of median			49.88	tm
Transverse ecc. of footpath			4.75	m
Transverse moment of FP			71.07	tm
Total Trans. Moment =			120.95	tm

SIDL(WC)
Load Intensity due to WC			0.22	t/m2
Weight of WC			26.33	t
Intensity of FPLL	P	=	P' - (40 x L - 300) / 9
		=	474.22	kg/m2
		=	7.11	kN/m
Intensity of FPLL			474.22	kg/m2
FPLL			0.474	t/m2
FPLL			9.46	t
Unbalanced Long. Moment =			0	tm
Trans. Moment due to unbalanced WC			52.67	tm

Seismic load
Seismic Zone =			III
Zone factor, z =
Sa/g =
I = Importance Coefficient =			1.2
Response reduction factor R			1.5
Temperature variation			50	˚C
Condition of exposure			Moderate
Factor by which seismic force is increased			1.35

Substructure
Pier
Type of substructure	RCC circular pier with piercap
No. of pier shaft	1

Piercap
Rectangular part
Length(T-T)		11	m
Length(L-L)		2.2	m
Height		0.8	m
Volume		19.36	m3
Weight		48.40	t

Trapezoidal part
Top Length(T-T)		11	m
Bottom Length(T-T)		2.2	m
Width at top		2.2	m
Width at bottom		2.2	m
Height		0.85	m
Volume		11.29	m3
Weight		28.24	t
Total weight of piercap		76.64	t

Piershaft
Diameter of the pier		2	m
c/s Area of the pier		3.14	m2
Height		6.02	m
Volume		18.89	m3
Weight		47.22	t
Total weight of subst		123.85	t

Foundation
Type of foundation		Well
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
Assume depth of well fdn below top of wellcap				20
Thickness of steining reqd		0.671	m	as per IRC78 Cl 708.2.3.1
Thickness of steining		0.7	m
Thickness of top plug		0.5	m
Thickness of intermediate plug		0
Thickness of bottom plug - top		0.3	m	ass
Thickness of bottom plug - bottom		1.1	m	ass
Ht of well curb		1.4	m
Projection of well curb from outer face of steining				75
Thickness of well curb at bottom		0.15	m
Depth of bottom plug above well curb top			0.3	m
Grip length of well			12.95	m
Ht of water fill
Ht of sand fill

FORCES AND MOMENTS DUE TO WATER CURRENT :

Velocity through the Vent =		3.11	m/sec
HFL =		210.403	m
Scour Level =		190.45	m
Pier Bottom Level		204.5
Founding level		177.5
Length of Pier/Abutment =		11	m
Width of Pier/Abutment =		2	m
Constant 'K' in transverse direction		0.66
Constant 'K' in longitudinal direction		0.66
Vmax = √2 x V mean =	4.398	m/sec
Intensity of Pressure, p = 52 K V 2	=	663.89	kg/m2

Water Current Forces:
Submerged Height of Pier =		5.26	m
Intensity of pressure at pier bottom level		0.643	t/m2
Dia of Pier=		2	m
Force on pier in transverse direction =		10.5	t
transverse moment at bottom of Pier		35.9	tm

Cross Current Forces:
As per Cl. 210.5 of IRC:6-2014, a deviation angle of 20˚ to the direction of flow is assumed.
Resolving the forces Along & Across the direction of flow,
Force on pier in transverse direction =		9.3	t
transverse moment at bottom of Pier		31.7	tm
Dia of Pier=		2	m
Force on pier in longitudinal direction =		0.6	t
longitudinal Moment at Base of Pier =		2.1	tm

Forces Summary due to water (at pier bottom)
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	Water current 0˚	0	0	0	52.80	0	13.60
	Water current 20˚	0	0	5.10	46.70	1.20	12.00

Forces Summary due to water (at wellcap bottom)
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	Water current 0˚	0	0	0	86.50	0	19.90
	Water current 20˚	0	0	13.10	71.40	6.70	12.70

Summary of Force Due to Water Current (At Point of zero Shear)
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	Water current 0˚	0	0	0	710	0	37.5
	Water current 20˚	0	0	73.1	627	4	33.1

Summary of Force Due to Water Current (At Foundation Level)
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	Water current 0˚	0	0	0	954	0	37.5
	Water current 20˚	0	0	98.8	842.4	4	33.1

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

Both span loaded
1-70R wheeled
Live load reactions
Rb	=	37.75	t
Rc	=	42.15	t
Vertical force on pier	=	79.9	t
Longitudinal moment	=	2.2	tm
Total braking force at bearing lvl	=	9.8	t
Total braking force at bearing lvl		10.2	t
Total Hrl force	=	9.8	t
Transverse moment	=	232.11	tm

One span loaded
1-70R wheeled
Load on left span	=	0	t
Load on right span	=	62.79	t
Vertical force on pier	=	62.79	t
Longitudinal moment	=	31.395	tm
Total braking force at bearing lvl	=	18.4	t
Total Hrl force	=	18.4	t
Transverse moment	=	182.40	tm

Both span
Load case	P max	P min	ML	MT	HL	HT
Load case	t	t	tm	tm	t	t
1-70R	79.90	79.90	2.20	232.11	10	0

One span
Load case	P max	P min	ML	MT	HL	HT
Load case	t	t	tm	tm	t	t
1-70R	62.79	62.79	31.40	182.40	18	0

Normal case
Forces At bearing level
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	2.71	285.49	12.05	0
1-70R one span	77.2317	77.2317	38.62	224.36	22.63	0

Forces at pier bottom level
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	49.00	285.49	12.05	0
1-70R one span	77.2317	77.2317	92.00	224.36	22.63	0

Forces at cap bottom level
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	63.70	285.49	12.05	0
1-70R one span	77.2317	77.2317	119.60	224.36	22.63	0

Max scour level
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	212.81	285.49	12.05	0.00
1-70R one span	77.2317	77.2317	399.56	224.36	22.63	0.00

Point of zero shear
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	276.02	285.49	12.05	0.00
1-70R one span	77.2317	77.2317	518.24	224.36	22.63	0.00

Founding level
Load case	P max	P min	ML	MT	HL	HT
	t	t	tm	tm	t	t
1-70R two span	98.28	98.28	339.72	285.49	12.05	0.00
1-70R one span	77.2317	77.2317	637.84	224.36	22.63	0.00

WIND LOAD :
Height of Crash barrier =			0.5	Width of Superstructure =		12	m
h = Clear height of Pier =			7.665	m
Overall Depth of Superstructure :			1.32	m
Transverse Wind Force			FT	=	Pz x A x G x CD
	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
	VZ	=	42.1
Basic wind speed		=	50	m/sec
Type of Terrain		=	Plain Terrain

Wind load on DL+SIDL
Gust factor, G		=	2
CD		=	1.3
Exposed solid area =			29.526	m2
Transverse Wind Force			FT	=	Pz x A x G x CD
					8.17	t
Wind force FLD =25% of Transverse Wind force FTD =					2.04	t
Projected area in plan producing obstruction,					=	159.6	m2
Lift coefficient, CL					=	0.75
Total upward wind force on superstruct.FvD=Pz x A x G x CL					=	-25.48	t

Wind load on Live load as per Cl. 209.4 of IRC: 6-2014 :
Basic wind speed is restricted to 36m/s, as for above speeds, it is considered that, deck is not carrying
any live load on it. (Cl.209.3.7,IRC 6:2014)					=	36	m/sec
Distance to Railing top from OGL					=	5.937	m
Type of Terrain					=	Plain Terrain
Hourly mean wind Pr., for a wind speed of 36m/s,4.744m height, Pz =
Wind speed				VZ	=	42.1	m/s

Wind load on Substructure as per Cl. 209.4 of IRC:6-2014 :
Piercap:
Area of Piercap exposed to wind above GL in m2 =					1.25
Ave. Height of Piercap from top of GL =					3.66
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	=	Pz x A x G x CD
					0.319	t
Forces at pier bottom level
HL wind		-FT x sin θ			0.000
HT wind		FT x cos θ			1.000
		ML			0
		MT			10.400

Forces at footing bottom level
HL wind		-FT x sin θ			0.000
HT wind		FT x cos θ			1.000
		ML			0
		MT			11.400

Pier:
Area of Pier exposed to wind above GL in m2 =					6.4
Ave. Height of Pier from top of GL =					9.13
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
As per Table 4, Cl 209.2 IRC 6:2014
	PZ	=	1064.5	N/m2
	VZ	=	50	m/s
Transverse Wind Force			FT	=	Pz x A x G x CD
					1.635	t
Forces at pier bottom level
HL wind		-FT x sin θ			0.000
HT wind		FT x cos θ			6.100
		ML			0
		MT			69.900

Forces at footing bottom level
HL wind		-FT x sin θ			0.000
HT wind		FT x cos θ			6.100
		ML			0
		MT			76.000

Forces at pier bottom level
	Load case	Load (max)	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	Wind	-25.48	-25.48	22.90	171.80	2.04	8.17

SUMMARY
Forces At bearing level
	Load case	Load P	Load (min)	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

Forces at pier bottom level
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t		tm	tm	t	t
	DL	199.00	199.00	0	0	0	0
	SIDL	54.86	54.86	0	120.95	0	0
	SIDL (WC)	26.33	26.33	0	53	0	0

Forces at piercap bottom level
	Load case	Load P	Load (min)	ML	MT	HL	HT
		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 superstructure			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

Forces At bearing level
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	DL	99.50	99.50	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

Forces at pier bottom level
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	DL	99.50	99.50	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

Forces at piercap bottom level
	Load case	Load P	Load (min)	ML	MT	HL	HT
		t	t	tm	tm	t	t
	DL	99.50	99.50	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	=	7.95
Width of well cap	=	8.1
Thickness of well cap	=	1.5
Weight of well cap	=	322.0 t

Weight of top plug
Internal dia of well	=	3.6
Height of top plug	=	0.00 m
Weight of top plug	=	0.0 t

Weight of steining
External dia of well	=	5 m
Internal dia of well	=	3.6
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
Height of intermediate plug	=	0.3 m
Weight of intermediate plug	=	14.7 t

Weight of sand fill
Internal dia of well	=	3.6
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
Total weight of well	=	2333.2

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
Wt of soil on
projection	0	0	0	0	0	0
Buoyancy on
well	-1150.7	-1150.7	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
Wt of soil on
projection	85.5	85.5	0	0	0	0
Buoyancy on
well	-1150.7	-1150.7	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	214.5	204.5	10	1.8	1.571	0	0	0	1	1	0	0	0	0	0	0	0	1	0	0
2	Well cap top-lbl	204.5	204	0.5	7.3	1.571	0	0	0	1	1	0	0	0	0	0	0	0	1	0	204.165	0
3	lbl-lay1	204	193.071	10.929	7.3	1.571	0.524	0.349	0	0.279	5.737	0	1.03	0	3.145	0	0	3.145	2	0	196.678	0
4	layer 1-MSL	193.071	190.45	2.621	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.01	3.145	3.794	0	3.145	3.794	2	0	191.72	0
5	MSL -Layer 2	190.45	190.45	0	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.01	3.794	3.794	0	3.794	3.794	2	0	190.45	0
6	Layer 2- Layer 3	190.45	190.071	0.379	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.01	3.794	3.888	0	3.794	3.888	2	5.3	190.26	67.8
7	Layer 3- Layer 4	190.071	185.571	4.5	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.02	3.888	5.013	0	3.888	5.013	2	73.1	187.726	747.6
8	Layer 4- well curb top	185.571	179.571	6	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	5.013	6.465	0	5.013	6.465	2	125.7	182.445	621.5
9	well kerb top-Layer 5	179.571	179.571	0	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	6.465	6.465	0	6.465	6.465	2	0	179.571	0
10	Layer 5- FL	179.571	177.5	2.071	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	6.465	6.966	0	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	kph.g.h top	kph.g.h bottom	+2c.(kph)^0.5	Int of Passive Earth Pressure at top	Int of Passive Earth pressure at bottom	FOS	Force - normal	RL of acting force	M - founding level - normal
1	MSL -Layer 2	190.45	190.45	0	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.01	0	0	0	0	0	2	0	190.45	0
2	Layer 2- Layer 3	190.45	190.071	0.379	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.01	0	2.869	0	0	2.869	2	2	190.196	25.2
3	Layer 3- Layer 4	190.071	185.571	4.5	7.3	1.571	0.576	0.384	0	0.245	7.496	0	1.02	2.869	37.274	0	2.869	37.274	2	329.7	187.178	3190.7
4	Layer 4- well curb top	185.571	179.571	6	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	37.274	87.933	0	37.274	87.933	2	1371	182.166	6397.7
5	well kerb top-Layer 5	179.571	179.571	0	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	87.933	87.933	0	87.933	87.933	2	0	179.571	0
6	Layer 5- FL	179.571	177.5	2.071	7.3	1.571	0.593	0.393	0	0.235	8.197	0	1.03	87.933	105.419	0	87.933	105.419	2	730.8	178.504	733.9
																				2433.5		10347.5

(NORMAL CASE-LWL)
Case			Force (t)	Moment (t-m)
Active Pressure			254.87	1488.76
Passive Pressure			2433.47	10347.52

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

Combination of Loads

Both spans present
Loads	Factors	Unfactored						Factored
Loads	Factors	PMAX	PMIN	ML	MT	HL	HT	PMAX	PMIN	ML	MT	HL	HT
DL	1.35	199.00	199.00	0	0.00	0.00	0	268.65	268.65	0	0.00	0.00	0
SDL	1.35	54.86	54.86	0	0.00	0.00	0	74.06	74.06	0	0.00	0.00	0
Wearing Coat	1.75	26.33	26.33	0	0.00	0.00	0	46.08	46.08	0	0.00	0.00	0
LL-Leading	1.5	98.28	98.28	63.70	285.49	12.05	0.00	147.42	147.42	95.55	428.24	18.08	0
FPLL	1.15	9.46	9.46	0	0.00	0.00	0	10.87	10.87	0	0.00	0.00	0
Weight of Substructure	1.35	123.85	123.85	0	0.00	0.00	0	167.20	167.20	0	0.00	0.00	0
Well weight	1.35	2333.2	2333.20	0	0.00	0.00	0	3149.82	3149.82	0	0.00	0.00	0
Weight of soil above ftg	1.35	0.00	0.00	0	0.00	0.00	0	0.00	0.00	0	0.00	0.00	0
Wind	1.5	67.40	-67.40	22.90	171.80	2.04	8.17	101.10	-101.10	34.35	257.70	3.06	12.26
Total		2912.38	2777.58	86.60	457.29	14.10	8.17	3965.21	3763.01	129.90	685.94	21.15	12.26

Base Pressure Check
Dia of well at base	=	7.45	m
Area of well at base	A	43.59 m2
Section modulus of well at baZ		40.59	m3
Actual Tilt in longitudinal direction	=	1 in	36.5
Actual Tilt in transverse direction	=	1 in	35.6
Actual Shift at bottom in Long direction	=	-0.06 m		Well Cap Shift in Long. Direction from bottom	0.34
Actual Shift at bottom in Trans directio	=	0.108 m		Well Cap Shift in Trans. Direction from bottom	0.433
LWL WITHOUT SCOUR
Gross SBC (LWL)		80	t/m3

Both spans present

Load Case No.

Pmax

Pmin

ML due to tilt and shift

MT due to Tilt and Shift

Moment due to active resistance

Moment due to passive resistanc e

Net moment

P/A+M/Z

P/A-M/Z

Check

t-m

t/m2

2912.38

2777.58

86.60

457.29

14.10

8.17

72.7

346.3

693.7

3547.3

1488.8

10347.5

75.8

72.7

Combination of Loads for well steining
Both spans present
Loads	Unfactored
Loads	PMAX	PMIN	ML	MT	HL	HT
DL	199.00	199.00	0	0.00	0.00	0
SDL	54.86	54.86	0	0.00	0.00	0
Wearing Coat	26.33	26.33	0	0.00	0.00	0
LL-Leading	98.28	98.28	63.70	285.49	12.05	0.00
FPLL	9.46	9.46	0	0.00	0.00	0
Weight of Substructure	123.85	123.85	0	0.00	0.00	0
Well weight	2333.2	2333.20	0	0.00	0.00	0
Weight of soil above ftg	0.00	0.00	0	0.00	0.00	0
Wind	67.40	-67.40	22.90	171.80	2.04	8.17
Buoyancy on well & well cap	-837.10	-837.10	0.00	0.00	0.00	0.00
Total	2075.28	1940.48	86.60	457.29	14.10	8.17

Steining Check
Dia of well at base	=	7.45	m
Area of well at base	A	43.59 m2
Section modulus of well at baZ		40.59	m3

Actual Tilt in longitudinal direction	=	1 in	36.5
Actual Tilt in transverse direction	=	1 in	35.6
Actual Shift at bottom in Long direction	=	-0.06 m		Well Cap Shift in Long. Direction from bottom	0.34
Actual Shift at bottom in Trans directio	=	0.108 m		Well Cap Shift in Trans. Direction from bottom	0.433
LWL WITHOUT SCOUR

Gross SBC (LWL)		80	t/m3
Both spans present

Load Case No.

Pmax

Pmin

ML due to tilt and shift

MT due to Tilt and Shift

Moment due to active resistance

Moment due to passive resistanc e

RL of zero shear

Net moment

P/A+M/Z

P/A-M/Z

Check

t-m

t/m2

2075.28

1940.48

86.60

457.29

14.10

8.17

72.7

1446.3

357.7

3774.8

1774

2367.5

186.4

3181.3

150.3

-9.6

Steining is designed as PCC section with minimum 0.12% of steel as per Cl.708.3.4 of

IRC:78-2014. Capacity of section, stresses and crack width is checked for the assumed steining section and following reinforcements.

Clear cover

75 mm

Minimum area of vertical reinf. required

26662.7 mm2

Provide

120Nos

12Nos on outer face

120Nos

12Nos on inner face

Area of vertical reinf. provided

27143.36 mm2

The minimum stress in steining section is 0.94 Mpa (as shown in Annexure-A) for rare combination of loads

The section (as shown in Annexure A) is uncracked (i.e no soultion for cracking moment) for quasi- permanent loads.

Hoop reinforcement

Hoop steel shall not be less than 0.04 percent of the volume per unit length of the steining Volume of hoop reinforcement

8887566 mm3/m

Provide

10mm dia 300mm spacing

Length of outer hoop steel

22493.8 mm

Length of inner hoop steel

15847.96 mm

Volume of hoop reinf. per m

10037851 mm3/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	m2
Average dia of ring	5.67	m
Weight of well curb	68.15	t
Min area of reinf required = 72kg / m3 of concrete of well curb					IRC 78-2014; Cl 708.7.3
Min required wt of reinforcement =	1962.71 kg
Reinforcement Provided
Description	No.	Bar Dia	Af (m2)	Dia of Ring	Length( m)	Weight(kg
w1, Outer Ring	8	16	0.000201	7.351	23.09	291.6
w3, Inner top Ring	7	12	0.000113	6.267	19.69	122.35
w2, Inner bottom Ring	9	16	0.000201	6.233	19.58	278.16
w5, Ring Connector	120	16	0.000201		5.5	1041.32
w6, Horz Connector	960	10	0.000079		0.559	330.86

Total Reinf = 2064.3	OK

Q 3.) Well cap design

Well Cap means a snug-fitting, watertight device used above flood level that excludes dust and vermin and allows for screened venting.The well cap is the topmost part of your well and it is vital to ensuring that you have a clean water supply. The well cap keeps foreign objects, nitrates and other soil contaminants out of your well.

Well cap has been designed as a plate at the boundary by steining and subjected to vertical loads & moments through the substructure.The load is considered after 45 degree dispersion through the depth of slab upon the effective depth.Since the vertical load after dispersion practically covers the entire dredge area the load is considered as UDL.

Design for shear :

Shear force on well cap due to moment M,po = M*R/(pi*R4/4)