1. Question: What is difference in active and passive earth pressure?

Answer:

• Difference between Active and Passive Earth Pressure:

Active and passive earth pressure are two types of lateral earth pressure that occur in soil mechanics and geotechnical engineering when a soil mass is subjected to external forces. They represent the soil's resistance to these forces and have different characteristics:

Active Earth Pressure:

Ø Active earth pressure occurs when the soil mass is being pushed away from a retaining structure, such as a retaining wall or a bulkhead.

Ø It is characterized by a lateral force that acts in the direction away from the structure, putting pressure on the structure.

Ø Active earth pressure is typically higher and mobilizes when the soil mass is allowed to move away from the structure. It is often associated with conditions where the wall is moving away from the soil, creating potential sliding or overturning of the structure.

Ø It is represented by the Rankine or Coulomb earth pressure theories, which provide equations to calculate the magnitude of this lateral force.

Passive Earth Pressure:

Ø Passive earth pressure occurs when the soil mass is being pushed toward a retaining structure, such as a foundation or a sheet pile wall.

Ø It is characterized by a lateral force that acts in the direction towards the structure, resisting the movement of the structure or the applied load.

Ø Passive earth pressure is generally lower than active earth pressure and mobilizes when the structure tries to move closer to the soil, potentially leading to bearing capacity failure of the structure.

Ø It is also represented by the Rankine or Coulomb earth pressure theories, with different equations to calculate the magnitude of this lateral force.

Summary:

In both cases, the forces depend on various factors, including the angle of internal friction of the soil, the wall's geometry, the depth of the wall or foundation, and the backfill material properties. Engineers use these theories to design and analyze retaining walls, sheet piles, and other structures that interact with soil masses.

In practical engineering applications, the difference between active and passive earth pressures is essential for designing stable and safe structures, as they help determine the structural integrity and overall stability of the system. The interaction between the structure and the soil must be carefully considered to prevent failure, especially in geotechnical and foundation engineering projects.

1. Introduction:

This design note pertains to the design of Pier with POT PTFE bearing.

Structural Skew angle is 0 degree.

The substructure consists of RCC wall type Pier on pile foundation.

Following components of substructure

2. Loads

2.1. Dead load (Due to self-weight of superstructure, substructure, foundation, and soil weight)

2.2. Superimposed Dead Load (SIDL) excluding wearing course due to crash barrier.

2.3. Superimposed Dead Load (SIDL) due to wearing course.

3. Carriageway live load

3.1. 1 lane of 70R Wheeled.

3.2. 1 lane of Class A

3.3. 3 lanes of Class A

3.4. 1 lane of 70R Wheeled + 1 lane of Class A

3.5. Braking Force Horizontal and Change reaction as vertical load

3.6. Centrifugal load

4. Wind load

4.1. Wind loads no Live load.

4.1.1. Wind force on super-structure

4.1.2. Wind force on sub-structure

4.1.2.1. Wind force on Pier/Abutment Cap

4.1.2.2. Wind force on Pier/Abutment shaft

4.2. Wind loads with Live load.

4.2.1. Wind force on super-structure

4.2.2. Wind force on sub-structure

5. Water Current force

6. Seismic Force

7. Footpath Live load (if footpath is present)

8. Load Combinations for Limit State

Following Limit States are considered.

A. Ultimate Limit State (For verification of structural strength)

A.1. Basic Combination

A.2 Seismic Combination

B. B Serviceability Limit State

B.1. Rare Combination (For checking stress limits)

B.2. Quasi-permanent Combination (For checking crack width in RCC structures)

C. Combination for Design of Foundation

C.1. Combination 1

C.2. Combination 2

C.3. Combination 3

9. Design Philosophy

Design is done using limit state method.

10. Design of Well Foundation

ULS design is done using

Combination 1 and Seismic combination 3

while stress is checked using Combination 2

Crack width is controlled by adjusting bar diameter and spacing.

11. Design of Pier cap

Pier cap is checked for cantilever/corbel action in transverse direction. ULS design is done using Basic Combination while stress is checked using Rare combination. Cantilever/corbel action is also checked in lon longitudinal direction

12. Design of Pier Shaft

Pier shaft is designed as rectangular column subjected to axial force and biaxial bending

ULS and SLS strengths of pier section is checked using AdSec 10.0 (OASYS software).

ULS strength is checked busing Basic and seismic combination

Stress is Cheched using Rare combination

Crack width is checked using Quasi-permanent combination. 2 Basic design data 2.1 Span and cross section data for Pier Left Span C/C of expansion gap = 30 m (Sq.) C/C of bearing = 29 m (Sq.) Distance of bearing to expansion gap = 0.5 m (Sq.) Depth of Girder = 1.8 m Right Span C/C of expansion gap = 30 m (Sq.) C/C of bearing = 29 m (Sq.) Distance of bearing to expansion gap = 0.5 m (Sq.) Total width = 12 m Carriageway Width = 8.5 m No. of bearing = 4 Nos C/C Spacing of girders = 3 m Depth of Girder = 1.8 m Left Span Foothpat width = 1.5 m Crash Barrier width = 0.5 m Handrail Width = 0.5 m Depth of Superstructure = 2.09 m CG of Superstructure from bottom = 1.04 m Deck slab Depth = 0.22 m Right Span Foothpat width = 1.5 m Crash Barrier width = 0.5 m Handrail Width = 0.5 m Deck slab Depth = 0.22 m Depth of Superstructure = 2.09 m CG of Superstructure from bottom = 1.04 m Wearing Coat Thickness = 0.065 m Height of Crash Barrier = 0.9 m Bearing Thickness = 0.2 m Height of pedestal = 0.2 m Horizontal distance of FRL from pedestal of least height = 10 m Cambar /Super elevation = 2.5% Extension joint = 0.04 m Skew Angle = 0 Type of superstructure left Span = PSC Girders & deck Type of me superstructure right Span = PSC Girders & deck CG of SIDL for left span from bearing top level = 0 m CG of SIDL for right span from bearing top level = 0 m 2.2 Sailent Levels Finished road level FRL = 232.111 m Bearing level BRL = 229.824 m Pier cap top level. CTL = 229.424 m Ground level. GL = 226.248 m Well cap top level WCTL = 225.748 m HFL HFL = 228.7 m MSL MSL = 217.84 m Lowest Bed Level LBL = 210.198 m Lowest Water Level LWL = 222.297 m Zero Shear Level ZSL = 202.297 m Founding Level (actual) FL = 195.000 m Founding Level (Design) FL = 195.000 m 2.3 Material Data For Concrete Grade of concrete fck = M 35 design a strength of concrete fck<=60MPa fcd = 15.63 Mpa A2-9(2) Modulus of elasticity of concrete Ec = 3.23E+04 Mpa A2.3,Eq.A2-5 Mean axial tensile strength of concrete fctm = 2.8 Mpa IRC:112-2020,Annex.A-2 Coefficient of thermal expansion of concrete = 1.20E-05 o/c For Well Steining concrete Grade of concrete fck = M 30 design a strength of concrete fck<=60MPa fcd = 13.40 Mpa A2-9(2) Modulus of elasticity of concrete Ec = 3.12E+04 Mpa A2.3,Eq.A2-5 Mean axial tensile strength of concrete fctm = 2.5 Mpa IRC:112-2020,Annex.A-2 For Steel Grade of steel fy = Fe 500 Design strength of steel fyd = 434.78 Mpa Modulus of elasticity of steel Es = 2.00E+05 Mpa Shrinkage strain = 2.00E-04 Density of concrete = 2.5 t/m3 Density of wearing Coat = 2.2 t/m3 Density of soil = 2.0 t/m3 Submerged density of soil = 1.0 t/m3 2.4 Soil Data Refer from geo.tech. report Coefficient of friction = 0.5 Angle of shear resistance f = 30.0 ° Net safe bearing capacity at founding level = 200.0 t/m2 Density of sand fill in well gs = 2.0 t/m2 Density of dry backfill gd = 2.0 t/m2 Submerged density of Backfill gsub = 1.0 t/m2 Type of founding strata = Medium Soil Type of soil = Medium Soil Report from Geo-technical Survey Locations = P2,P3 Dia = 6 m Length below Well cap bottom = 7.3 t Allowable Compressive = 390 t Allowable Uplift = 200 t Allowable Horizontal Pile Capacity = 40 t Water Current Data Max. Mean Velocity = 3.11 m/s Constant "K" for pier in T-T Direction = 0.66 Constant "K" for pier in L-L Direction = 0.66 % of Uplift Considered = 100% 2.5 Hydrological data Main velocity of water current = 0.0001 m/s Refer from Hydrology report Normal water current angle to the Pier = 0 o 2.7 Load Data Dead Load Left Span Total reaction from left span = 625 t Right Span Total reaction from right span = 625 t SIDL Self weight of crash barrier SIDL-1 = 0.76 t/m Load intensity due to wearing course SIDL-2 = 0.143 t/m2 Live Load cases 1 Lane 70R-Wheeled 1 Lane Class A 3 lane Class A 1Lane Class A + 1Lane of Class A % Reduction (for three lane loading) = 90% Fraction of live load remaining in seismic case = 20% Wind Load Data Basic Wind Speed = 47 m/s Type of terrain = Plain terrain Parameters for wind force on super structure. ( except truss) For Dl+SIDL Overall Height from GL with crash Barrier = 6.763 m Gust Factor G = 2 Cl.209.3.3,IRC6-2017 Drag Co-eeficient CD = 1.3 Lift Co-eeficient CL = 0.75 Cl.209.3.5,IRC6-2017 For Live load Gust Factor G = 2 Drag Co-efficient CD = 1.2 Cl.209.3.6,IRC6-2017 Lift Co-efficient CL = 0 Parameters for wind force on sub- structure. For Pier /Abutment Cap t/b 11/3.8 = 2.89 Height/Breadth (0.8+0.85)/3.8 = 0.43 Drag Co-efficient CD = 0.70 Table 13,IRC6-2017 Gust Factor G = 2 For Pier /Abutment Shaft t/b 11/3.8 = 2.89 Height/Breadth (2.026)/2 = 1.01 Drag Co-efficient CD = 0.68 Table 13,IRC6-2017 Gust Factor G = 2 2.8 Bearing Data Type of bearing = POT-PTFE No. of bearing over pier on support line = 8 Nos 2 rows 3 Load Calculation from Super-structure 3.1 Deal Load of Super-Structure Reaction from Left Span = 312.40 t Reaction from Right Span = 312.40 t Total reaction on pier 312.4+312.4 = 624.80 t Eccentricity along L-L @ Right Span = 0.50 m Eccentricity along L-L @ left Span = 0.50 m Moment along L-L @ Right Span 312.4*0.5 = 156.20 t-m Moment along L-L @ left Span 312.4*0.5 = 156.20 t-m Net Longtudinal Moment 156.2-156.2 = - t-m Eccentricity along T-T @ Right Span = - m Eccentricity along T-T @ left Span = - m Moment along T-T @ Right Span 312.4*0 = - t-m Moment along T-T @ left Span 312.4*0 = - t-m Net Transverse Moment 0-0 = - t-m 3.2 SIDL( Crash Barrier,Railing & Foothpath) excluding WC Crash Barrier reaction from Left span 50% of total load = 38.53 t Crash Barrier reaction from right span 50% of total load = 38.53 t Total reaction on pier(SIDL-excluding WC) = 77.06 t Eccentricity along L-L @ Right Span = 0.50 m Eccentricity along L-L @ left Span = 0.50 m Moment along L-L @ Right Span 38.53*0.5 = 19.27 t-m Moment along L-L @ left Span 38.53*0.5 = 19.27 t-m Net Longtudinal Moment 19.27-19.27 = - t-m Eccentricity along T-T @ Right Span = - m Eccentricity along T-T @ left Span = - m Moment along T-T @ Right Span 38.53*0 = - t-m Moment along T-T @ left Span 38.53*0 = - t-m Net Transverse Moment 0-0 = - t-m 3.3 SIDL with wearing Load intensity due to wearing = 0.14 t/m2 wearing coat reaction from Left span 50% of total load = 18.23 t wearing coat reaction from right span 50% of total load = 18.23 t Total reaction on pier(SIDL-with WC) = 36.47 t Eccentricity along L-L @ Right Span = 0.50 m Eccentricity along L-L @ left Span = 0.50 m Moment along L-L @ Right Span 18.23*0.5 = 9.12 t-m Moment along L-L @ left Span 18.23*0.5 = 9.12 t-m Net Longtudinal Moment 9.12-9.12 = - t-m Eccentricity along T-T @ Right Span = - m Eccentricity along T-T @ left Span = - m Moment along T-T @ Right Span 18.23*0 = - t-m Moment along T-T @ left Span 18.23*0 = - t-m Net Transverse Moment 0-0 = - t-m Load Summary from Super-structure At Bearing Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 624.80 624.80 - - - - SIDL-without WC 77.06 77.06 - - - - SIDL-with WC 36.47 36.47 - - - - Pier Bottom Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 624.80 624.80 - - - - SIDL-without WC 77.06 77.06 - - - - SIDL-with WC 36.47 36.47 - - - - Footing Bottom Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 624.80 624.80 - - - - SIDL-without WC 77.06 77.06 - - - - SIDL-with WC 36.47 36.47 - - - - One span dislodged condition Right span is considered DL = 312.4 t SIDL-without WC = 38.53 t SIDL-with WC = 18.23 t Total load from right span 369.16375 t Eccentricity along Longitudinal = 0.50 m Longitudinal Moment = 184.58 t-m Transverse Moment = 0 t-m At Bearing Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 312.40 312.40 156.20 - - - SIDL-without WC 38.53 38.53 19.27 - - - SIDL-with WC 18.23 18.23 9.12 - - - Pier Bottom Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 312.40 312.40 156.20 - - - SIDL-without WC 38.53 38.53 19.27 - - - SIDL-with WC 18.23 18.23 9.12 - - - Footing Bottom Level Load item Pmax Pmin ML MT HL HT t t t-m t-m t-m t-m DL 312.40 312.40 156.20 - - - SIDL-without WC 38.53 38.53 19.27 - - - SIDL-with WC 18.23 18.23 9.12 - - -

2.9	Sub-structure Data

Type of sub structure						=	Circular pier
No of Pier Shaft						=	1	no
Transverse eccentricity of sub structure with footing /cap C/L						=	0	m
Pedestal
	Length					=	0.9	m
	Width					=	0.9	m
	Height					=	0.15	m
	Nos					=	4	Nos
	Volume					=	0.49	m3
	Unit Weight					=	2.5	t/m3
	Weight					=	1.22	t
Pier Cap
	Rectangular Part
	Length (T-T Direction)					=	11	m
	Width (L-L Direction)					=	3.8	m
	Height					=	0.80	m
	Nos					=	1	Nos
	Volume					=	33.44	m3
	Unit Weight					=	2.5	t/m3
	Weight					=	83.60	t
	Trapezoidal Part
	Length (T-T Direction)					=	11	m
	Top Width (L-L Direction)					=	3.8	m
	Bottom Width (L-L Direction)					=	2.20	m
	Height					=	0.85	m
	Nos					=	1	Nos
	Volume					=	21.32	m3
	Unit Weight					=	2.5	t/m3
	Weight					=	53.30	t
	Total weight of Pier cap					=	136.90	t
Pier Shaft
	Length (T-T Direction)					=	2.00	m
	Width (L-L Direction)					=	2.00	m
	Height					=	2.03	m
	Nos					=	1	Nos
	Volume					=	6.36	m3
	Unit Weight					=	2.5	t/m3
	Weight					=	15.91	t
	Total weight of Sub-structure			Pedestal+Pier cap+Shaft		=	154.02	t
2.10.	Foundation Data
	Type of Foundation					=	Well Foundation
	Well Cap
	Length (T-T Direction)					=	6.00	m
	Width (L-L Direction)					=	6.00	m
	Height					=	1.50	m
	Volume					=	42.41	m3
	Unit Weight					=	2.5	t/m3
	Weight Well cap					=	106.03	t
	LWL Case
	Total weight of footing					=	106.03	t
	Longitudinal movement				ML	=	0	t-m
	Transverse moment				MT	=	0	t-m
	Calculation of weight of soil on footing under full scour condition
	Scour Level					=	217.84	m
	Volume of earth					=	14.14	m
	Unit Weight of earth					=	2	t/m3
	weight of earth					=	28.27	t
	Type of foundation					=	Well foundation
	Total No. Of circular wells					=	1.00
	Dia of well cap					=	6	m
	External dia of well					=	6	m
	Thickness of well cap					=	1.5	m
	Thickness of steining required					=	.973	m
	Thickness of steining		Provided			=	1.0	m
	Thickness of top plug					=	0	m
	Thickness of intermediate plug					=	0	m
	Thickness of bottom plug (top cylindrical portion)					=	0.3	m
	Thickness of bottom plug (bottom conical portion)					=	1.4	m
	Height of well curb					=	1.7	m
	Projection of well curb from outer face of steining					=	0.075	m
	Thickness of well curb at bottom					=	0.15	m
	Depth of Bottom Plug above Well Curb top					=	0.3	m
	Grip length of well					=	3.62	m
	Height of water fill					=	22.5	m
	Height of sand fill					=	0	m
2.11	Clear Cover
	Pier Cap					=	50	mm
	Pier Shaft					=	50	mm
	Foundation					=	75	mm
	Load Summary of Sub-structure						Values	Unit
	Pedestal					=	1.22	t
	Pier Cap					=	136.90	t
	Pier Shaft					=	15.91	t
	Total weight of Sub-structure			Pedestal+Pier cap+Shaft		=	154.02	t
	Well cap weight					=	106.03
	weight of soil on Well cap					=	28.27
	Summary forces at Well cap bottom level of Sub-structure
	Load item		Pmax	Pmin	ML	MT	HL	HT
			t	t	t-m	t-m	t	t
	Weight of Sub-structure		154.02	154.02	-	-	-	-
	Weight of Well Cap		106.03	106.03	-	-	-	-
	Weight of Soil on Well cap		28.27	28.27	-	-	-	-

209 Calculation of Wind Force
1	Super-Structure ( DL+SIDL)									IRC:6-2017,Cl.209.3.3
1	Design Wind Force Calculation without Live load
	Design data
	Left Span
	Type of terrain								=	Plain
	Basic Wind Speed as per code							VBasic	=	33.00	m/s
	Basic Wind speed at bridge location							V	=	47.00	m/s
	Average Height from Ground. Level to Crash Barrier Top Level							H	=	6.76	m
	Hourly Wind Speed		As per Height ,H					Vz	=	30.33	m/s
	Hourly Wind Pressure		As per Height ,H					Pz	=	551.84	N/m2
	Total Length of Superstructure							L	=	30.00	m
	Total height of Superstructure in T-T					Depth of Superstr.+C/B		h	=	3.187	m
	Width of Structure							B	=	12.00	m
	Exposed depth of superstructure to Wind							d	=	3.19	m
1.1.1	Wind Force in Transverse Direction					IRC:6-2017,Cl.209.3.3
	Wind Force in T-T		FT	=	PzxAxGxCD				=	205.77	kN
	Exposed area in T-T				L=30/2	for one end		A	=	95.61	m2
	Gust Factor					as per code	Span<150m	G	=	2.00
	Width/Depth of Cross-Section							b/d	=	3.77
	Drag Co-efficient					b/d<7		CD	=	1.95
	Wind Force					PzxAxGxCD		FT	=	205.77	kN
	Point of Application at exposed height centroid					3.19/2			=	1.59	m
		Acting at RL above Pier cap top						RL	=	231.22	m
	lever arm at shaft bottom level							Zshaft	=	5.47	m
	lever arm at foundation bottom level							Zfoundation	=	6.97	m
	Moment at shaft bottom level							Mshaft	=	1125.46	kN-m
	Moment at foundation bottom level							Mfoundation	=	1434.11	kN-m
1.1.2	Wind Force in Longitudinal Direction				IRC:6-2017,Cl.209.3.4
	Winf force in L-L		25% of FT					FL	=	51.44	kN
	Moment at shaft bottom level							Mshaft	=	281.36	kN-m
	Moment at foundation bottom level							Mfoundation	=	358.53	kN-m
		Acting at RL above Pier cap top						RL	=	231.22	m
1.1.2	Wind Force in Vertical Direction				IRC:6-2017,Cl.209.3.5
	Wind Force		FV	=	PzxAxGxCL
	Plan Area							A	=	360.00	m2
	Gust Factor					as per code	Span<150m	G	=	2.00
	Lift Co-efficient							CL	=	0.75
	Wind Force	Taking force Uplift is "-", Downward is "+"				PzxAxGxCL		FV	=	297.99	kN
	Moment at shaft bottom level			Lever arm	=	0		Mshaft	=	0.00	kN-m
	Moment at foundation bottom level			Lever arm	=	0		Mfoundation	=	0.00	kN-m
1	Super-Structure									IRC:6-2017,Cl.209.3.3
1	Design Wind Force Calculation with Live load
	Design data
	Wind speed at deck level								=	30.33	m/s
	Type of terrain								=	Plain
	Basic Wind Speed as per code							VBasic	=	33	m/s
	Basic Wind speed at bridge location							V	=	36	m/s
	Average Height from Foundation Btm. Level to Crash Barrier Top Level							H	=	6.763	m
	Hourly Wind Speed		As per Height ,H					Vz	=	34.25	m/s
	Hourly Wind Pressure		As per Height ,H					Pz	=	702.39	N/m2
	Total Length of Superstructure							L	=	30.00	m
	Total height of Superstructure in T-T							h	=	3.19	m
	Width of Structure							B	=	12.00	m
	Exposed depth of superstructure to Wind							d	=	3.19	m
	Height of Live load above roadway surface				IRC:6-2017,Cl.209.3.6			h1	=	3.00	m
	Height of Crash Barrier							h2	=	0.90	m
	Wind load considering when live load is present								=	wind force consider
1.1.1	Wind Force in Transverse Direction				IRC:6-2017,Cl.209.3.3
	Wind Force in T-T		FT	=	PzxAxGxCD				=	0.00	kN
	Exposed area in T-T			30/2	For one side			A	=	0.00	m2
	Gust Factor					as per code	Span<150m	G	=	2.00
	Width/Depth of Cross-Section							b/d	=	3.77
	Drag Co-efficient					b/d<7		CD	=	1.20
	Wind Force					PzxAxGxCD		FT	=	0.00	kN
	Point of Application at exposed height centroid					3.18700000000001/2			=	1.50	m
		Acting at RL						RL	=	233.61	m
	lever arm at shaft bottom level							Zshaft	=	6.06	m
	lever arm at foundation bottom level							Zfoundation	=	7.86	m
	Moment at shaft bottom level							Mshaft	=	0.00	kN-m
	Moment at foundation bottom level							Mfoundation	=	0.00	kN-m
1.1.2	Wind Force in Longitudinal Direction				IRC:6-2017,Cl.209.3.4
	Winf force in L-L		25% of FT					FL	=	0.00	kN
		Acting at RL						RL	=	233.61	m
	Moment at shaft bottom level							Mshaft	=	0.00	kN-m
	Moment at foundation bottom level							Mfoundation	=	0.00	kN-m
	Total Wind forces at bearing level from superstructure
	One span is present( left Span)				50% of span	100% of Span
	FL	(DL+SIDL+LL)/2	HL	=	25.72	51.44	t
	FT	(DL+SIDL+LL)/3	HT	=	102.89	205.77	t
	FV		P-wind	=	149.00	297.99	t
2	Sub-Structure no live load is present									IRC:6-2017,Cl.209.4
2.1	Wind Force in Transverse Direction				IRC:6-2017,Cl.209.3.3
	Pier Cap
	Clear height of Abutment(shaft+cap)								=	3.176	m
	Height of Pier Cap								=	1.61	m
	Breadth of shaft in L-L							b	=	3.8	m
	Width of Pier Cap							B	=	11	m
	Ratio	Plan shape			Width in T-T/Width of Shaft in L-L			t/b	=	2.89
	Ratio							H/b	=	0.4
	Hourly Wind Speed		As per Height ,H					Vz	=	30.33	m/s
	Hourly Wind Pressure		As per Height ,H					Pz	=	551.84	N/m2
	Drag Co-efficient		Circular shape, with rough surface or projection					CD	=	0.7
	Gust Factor					as per code	Span<150m	G	=	2.00
	Exposed area							A	=	5.58	m2
	Wind Force					PzxAxGxCD		FT	=	4.31	kN
	Point of Application							y	=	0.75	m
		Acting at RL above Pier cap top						RL	=	228.67	m
	lever arm at shaft bottom level							Zshaft	=	1.876	m
	lever arm at foundation bottom level							Zfoundation	=	3.676	m
	Moment at shaft bottom level							Mshaft	=	8.09	kN-m
	Moment at foundation bottom level							Mfoundation	=	15.84	kN-m
2.2	Wind Force in Longitudinal Direction				IRC:6-2017,Cl.209.3.4
	Winf force in L-L		25% of FT					FL	=	1.08	kN
	Moment at shaft bottom level							Mshaft	=	2.02	kN-m
	Moment at foundation bottom level							Mfoundation	=	3.96	kN-m
	Pier shaft
	Clear height of Abutment(shaft+cap)								=	1.566	m
	Height of Pier shaft								=	0.266	m
	Breadth of shaft in L-L			Circular shape				d	=	2.5	m
	Width of Pier Cap							CL	=	11	0
	Ratio	Plan shape			Width in T-T/Width of Shaft in L-L			t/b	=	0.3
	Ratio							H/b	=	0.1
	Hourly Wind Speed		As per Height ,H					Vz	=	30.33	m/s
	Hourly Wind Pressure		As per Height ,H					Pz	=	551.84	N/m2
	Drag Co-efficient		Circular shape, with rough surface or projection					CD	=	1
	Gust Factor					as per code	Span<150m	G	=	2.00
	Exposed area							A	=	46.50	m2
	Wind Force					PzxAxGxCD		FT	=	51.32	kN
	Point of Application							y	=	0.13	m
		Acting at RL						RL	=	227.68	m
	Width of Pier Cap							Zshaft	=	0.13	m
	Ratio							Zfoundation	=	1.93	m
	Ratio							Mshaft	=	6.83	kN-m
	Hourly Wind Speed							Mfoundation	=	99.20	kN-m
2.2	Wind Force in Longitudinal Direction				IRC:6-2017,Cl.209.3.4
	Winf force in L-L		25% of FT					FL	=	12.83	kN
	Moment at shaft bottom level							Mshaft	=	1.71	kN-m
	Moment at foundation bottom level							Mfoundation	=	24.80	kN-m
2	Sub-Structure with live load									IRC:6-2017,Cl.209.4
2.1	Wind Force in Transverse Direction				IRC:6-2017,Cl.209.3.3
	Clear height of Abutment(shaft+cap)								=	3.176	m
	Breadth of shaft in L-L							b	=	3.8	m
	Ratio	Plan shape			Width in T-T/Width of Shaft in L-L			t/b	=	3.16
	Ratio							H/b	=	2.9
	Drag Co-efficient		Table 13,Note:4					CD	=	0.8
	Gust Factor					as per code	Span<150m	G	=	2.00
	Exposed area							A	=	6.16	m2
	Wind Force					PzxAxGxCD		FT	=	6.92	kN
	Point of Application							y	=	0.75	m
	lever arm at shaft bottom level							Zshaft	=	2.2	m
	lever arm at foundation bottom level							Zfoundation	=	3.35	m
	Moment at shaft bottom level							Mshaft	=	15.22	kN-m
	Moment at foundation bottom level							Mfoundation	=	23.18	kN-m
2.2	Wind Force in Longitudinal Direction				IRC:6-2017,Cl.209.3.4
	Winf force in L-L		25% of FT					FL	=	1.73	kN
	Moment at shaft bottom level							Mshaft	=	3.81	kN-m
	Moment at foundation bottom level							Mfoundation	=	5.79	kN-m
	Case-1 Summary of Wind forces for no live load is present
	Direction	Super-structure			Sub-structure
		Force	Mshaft	Mfoundation	Force	Mshaft	Mfoundation
		kN	kN-m	kN-m	kN	kN-m	kN-m
	Transverse	205.77	1125.46	1434.11	4.31	8.09	15.84
	Longitudinal	51.44	281.36	358.53	1.08	2.02	3.96
	Vertical	297.99	-	-	-	-	-
	Case-2 Summary of Wind forces for live load is present
	Direction	Super-structure			Sub-structure			Live load
		Force	Mshaft	Mfoundation	Force	Mshaft	Mfoundation	Force		Mshaft	Mfoundation
		kN	kN-m	kN-m	kN	kN-m	kN-m	kN		kN-m	kN-m
	Transverse	0.00	0.00	0.00	6.92	15.22	23.18	53.10		321.95	417.53
	Longitudinal	0.00	0.00	0.00	1.73	3.81	5.79	13.28		80.49	104.38
	Vertical	297.99	-	-		-	-	-	#	-	-
	Left Span
	Maximum Transverse force								=	210.08	kN
	Maximum Longitudinal force								=	52.52	kN
	Maximum Vertical force								=	297.99	kN
	Maximum at Abutment Bottom Level
	Maximum Moment along T-T								=	1133.54	kN-m
	Maximum Moment along L-L								=	283.39	kN-m
	Maximum at Foundation Bottom Level
	Maximum Moment along T-T								=	1449.96	kN-m
	Maximum Moment along L-L								=	362.49	kN-m