Pier Design.xls 2b302f

DESIGN OF PIER AND FOUNDATION 7.500 m C.L. 0.185 + 449.530 m

(bottom level of deck ) 1.30 m

VRCC PIER CAP

+ 448.230 m FSL

+ 445.605

2.275

m 0.400

3.750 m 2.950 VRCC

CBL

0.400

PIER

+ 443.955

1.5 0.60 VRCC Footing 4.60 m DETAIL OF PIER & FOUNDATION

0.800

4.600 m P L A N Hydraulic Particulars :1 Design Discharge through the Bridge 2 Effective Linear Water Way @ FSL

= =

3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Maximum Mean Velocity of Flow at FSL Full Supply Level Scour Level :Founding levels of Safe BearingCapacity of Soils. Number of Spans. Span c/c. of bearings Full Supply Level Bottom of Deck = Road Level Height of Deck .= Thickness of Wearing Coat Canal Bed Level Top of RCC Footing Thickness of Footing Scour level

V FSL Pier (Assumed)

FSL

CBL

= = = = = = = = = = = = = = = =

Superstructure and Loadings & Type of Substructure :1 2 3 4 5

Span length c/c. of bearings Total width of the Decking Carriageway Width Thickness of Uniform Wearing coat in CC M30 Type of Substructure Piers

= = = = = =

Design Loadings :1 Unit Weight of Dead Loads :Unit Weight of RCC Unit Weight of PCC 2 Type of Live loads :-

As per IRC: 6 - 2000. = = = +

Expansion ts :20mm Simple Expansion ts. ( I ) DEAD LOADS :(i) Calculation of Vertical Loads from Superstructure :Span C/C of bearings = 10.370 m Thickness of Expansion ts = 20 mm

Total length

= = =

Clear Span 10.000 + 10.740 m

+ 0.740

From MOST Drg. BD/9-75 Dead Load of pier =

184.58 t

(ii) Dead weight of Sub Structure :(a) Dead weight of caping beam Depth Tapering from

800 mm width at Top and bottom of pier 250 @ Top to 7.500 m

+ 449.530

+ 448.230 3.750 m 2.950

1.875 m

0.400 1.875

0.400 Caping Beam. Weight of Rectangular portion = Deep = 0.25 7.500 x 0.800 x 0.250 x Weight of Tapered portion = Height = 1.05 mm Area = 5.225 x 1.05 Total area = 5.486 m2 Weight of Taper portion = 5.486 x 0.800 x Hence the weight of caping beam = 3.750 + 0.400

2.950 m

0.800

Plan of Pier (b) Dead Weight of pier Size of Pier Top of Bed Block Bottom of Caping Beam

3.750 = =

449.530 m ; 448.230 m ;

x

0.800 Bottom of Pier FSL

Height of Pier = Height of Pier up to FSL Area of Pier =

448.230

= 2 2.950

443.06 = 5.175 +445.61 +443.1 = x 0.50 0.800 x 0.400 x 0.800 0.320 + 2.360

Total Area of Pier = Weight of Pier :Dry = 2.680 x 15% Buoyancy = 2.680 x + 2.680 x 100% Buoyancy = 2.680 x = 2.680 x ( c )Dead Weight of footing : Size of Footing Thickness Footing Area of Footing = 4.60 Volume Rect. = 16.56 x Taper = ( 2.80 Total Volume 100% Buoyancy - Footing Without Buoyancy

5.175 5.175 2.550 5.175 2.550

= 4.600 m x = 0.60 m x 3.60 0.30 + 3.60 ) x 2 4.968 + 4.416 9.384 x 1.500 9.384 x 2.500

= = = VRCC

x 2.500 - 2.55 x x 2.35 - 2.55 x x 1.500

Pier 3.750 m

0.400

4.600 m

0.300

0.60 VRCC Footing.

0.300

( II ) LIVE LOAD REACTIONS FROM SUPERSTRUCTURE :Effective Span = 10.37 m a). Class 70-R Wheeled Vehicle :I 17

II 17 1.37

0.185 A

III 17 3.05

IV 17 1.37

V 12 2.13

10.37 m

c/c.

VI 12 1.52

1.115

C.G. of Loads = =

Diagram for C.G. of Loads 17 ( 1.37 + 4.42 + 5.79) +12 x( 7.92+9.44) 4 x 17 + 12 x 2 405.18 / 92 = 4.404 4.404 m 92 t 4.219 m

6.1509

Maximum reaction without Impact =

92

Minimum reaction without Impact = b) Class - A Loading ( 1-lane ) :I II 11.4 11.4 1.20 4.30 0.185 A

92

C.G. of Loads = = Class - `A' : contd..

10.370 m c./c. Final Load Diagram x 6.1509 10.370 54.57

III 6.8 3

IV 6.8 2.055

10.37 m c/c. Diagram for C.G. of Loads 11.4x(1.20) +6.8 x ( 5.5+8.5) 11. 4 x 2 + 6.8 x 2 / 36.40 = 2.991 108.880

2.991 0.185

36.4 t m

2.806 m

7.564

A 10.37 m c./c. Final Load Diagram Maximum reaction without Impact = 36.4 x 7.5638 10.37 For Two lane Maximum reaction without Impact = = Minimum reaction without Impact = = (III) ECCENTRICITIES AND LONGITUDINAL FORCES :Effective width = 0.76 m

A Eccentricities :Bearing width

=

0.370 m 0.185

a). Dead load Eccentricity :Along Traffic (Longitudinal )

= =

0.380 0.195 m 184.58 x 2

Moment due to DL eccentricity of S.S : b) Live Load Eccentricity :Eccentricity along traffic 70 R Transverse Eccentricity across traffic

=

0.195

C/L of load 1.2

0.85

1.2

0.85

2.65 ET

1.1 3.75 1.20 + 0.425 + 2.05 +

=

= 1.100 m Max. Moments due to L.L.Ecentricities :(Including Braking Force Reaction = ( without Impact) Load = = Longitudinal Transverse Net moment

= =

56.810 56.810

x x

∕

3.710 t ) 53.100 56.810 t

+

0.195 1.100

= = =

B Longitudinal Forces :a) Braking Force :As per IRC:6-2000 cl:214.2

The braking force will be 20% of Train of Loads ocuupying the Span and will be acting at 1.20

RFL of 450.420 m Consider Class 70-R wheeled : Braking force = 20% of 92 x Force to be considered on each pier =

Height of S.S = 92.000 20% 18.400

Reaction due to Braking force up to Bearings =

/ 18.4 = say

Hence Moments due to Braking force from Bearing Level of Upto Bottom of Pier = 9.200 x Upto Bottom of Foundation + 442.5 m 9.200 x

Consider Class A Loading : Braking force = = =

2 x

(

3.7084 3.710 449.530

( +449.53 ( +449.53

Height of S.S =

20% of ( 36.4 x 2 ) 72.800 x 20 % 14.560 t

Force to be considered on each pier =

14.560

/

Reaction due to Braking force up to Bearings =

14.560 = Say

Hence Moments due to Braking force from Bearing Level of Upto Bottom of Pier = 7.280 x Upto Bottom of Foundation cap = 7.280 x

2

2.9345 2.940 449.530

( 449.530 ( 449.530

-

b) Water Current :Presumed to be hitting the Pier at 20o to flow. IRC:6-2000 Cl.213.5 Mean velocity of Water Current = 0.640 m/sec Max. Velocity @ FSL = V = 2 x v = 2 x 0.64 Square of Max. Velocity = V^2 = 0.905 ^2

The Intensity of Pressure on Pier = Where

k = k = V = Inclination of flow considered = Cos 20o = Width of Pier Thickness of Pier ( Cut Waters ) Scour level for Pier = +445.605

P

=

0.9 for triangular cut waters Cl.213 of IRC :6 - 20 1.5 for square ended piers as per Cl.213 of IRC :6 Max. Velocity of Water Current. 20 degrees. 0.9397 Sin20o = = 3.750 m = 0.800 m Bottom of Footing = +443.375 0.819 FSL

Ht =

2.230 m Scour Level

+443.375 +443.055

52 k X V^2

Ht = 0.320 m Water Current Intensity Diagram.

( i ) Water Current on Pier : The Intensity of Pressure on Pier =

V2 = 52 k V2

P = Average Pressure on Pier in Longitudinal direction : 52 x 0.900 x 0.819 x Sin 20^2 2 Average Pressure on Pier in Transverse direction : V2 = 52 x 0.9 x 0.819 x Cos 20^2 2 Lever arm

x 3

2

Forces due to water current on Pier : Longitudinal = 4.484 x

3.750

x

Transverse

0.800

x

=

=

33.854

2.230

x

Moments due to Water current on Pier :-

2.230 1000 2.230 1000

Longitudinal = 0.037 x ( 1.487 + 0.320 Transverse = 0.060 x ( 1.487 + 0.320 ( ii ) Water Current on Footing : Length of footing = 4.600 m Width of footing = 3.600 m There is no Water current effect on Footing. Moments due to Water current on Pier :for Footing design. Longitudinal = 0.037 x ( 1.487 + 0.320 Transverse

=

0.060

c) Wind Force :As per IRC:6-2000. Case - 1 :- Dry Condition. CBL = RCL = BOD = Wind force on Deck :

Average height of deck =

x

(

1.487

+

0.320

Maximum wind load acts when the Canal is D Wind force as per Cl. 212.3 should be double +443.955 m +450.420 m +449.530 m

Deck Length = Kerb + parapet Slab + W C ( 0.890

8.450 m ; 0.275 0.790 + 0.875

Height of Deck = +450.413 Total Deck length = 10.740 m As per Cl. 212.3 of IRC:6-1966 - Table - wind pressures, H P So, for H= for 2m 52 kg/m2 Say for 4m 63 kg/m2 6m 73 kg/m2 8m 82 kg/m2 Wind force on Deck = 75.05875 x 1.765 x 2x 1000 This force will be acting at half the height of the deck Level = + 1.765 449.530 2 Wind force on Moving Loads :As per Cl. 212.4 of IRC:-6:2000. The Intensity of wind force on moving loads = 300

Acting @ 1.5 m above RFL Length of Class -A , vehicle Hence force acting on Live Load

= = =

451.920 m

5.50 m 300 x 1000 1.650 /

Force effected on each Pier = Calculation of wind force moments on Deck :Due to Wind force on Superstructure :At Bottom of Pier = 0.711 x ( 450.413 At Footing = 0.711 x ( 450.413 due to wind force on moving loads :At Bottom of Pier = 0.825 x ( 451.920 At Footing = 0.825 x ( 451.920 Total Wind moments on Deck :- (LWL condition) At Bottom of Pier = 5.234 + 7.314 = At Footing = 5.661 + 7.809 = But Wind force as per Cl.212.6 of IRC:6-2000 Minimum 450 kg/m of wind on loaded structure acting at Hence force on Deck 450 x 10.740 = 1000 2 Moments due to this force : At Bottom of Pier = 2.417 x ( +450.42 At Footing = 2.417 x ( +450.42 The Moments as per Cl.212.3 & Cl. 212.4, will be considered. Wind force as per Cl. 212.7 :On Unloaded Structure : One span Laid Intensity of wind = 240 kg/m2 ; This is acting @ half the height of Deck Wind Force on Deck = 10.740 x 0.883 x Force on Pier = 2.275 / 2 Moments due to this force : Cl.212.7 of IRC:6-1966, At Bottom of Pier 1.137 x ( +450.41 At Footing 1.137 x ( +450.41 Case - 2 :- FSL Condition :FSL = 445.61 m Spans Length Height of Deck above FSL = 450.420 445.605 As per Cl. 212.3 of IRC:6-1966 - Table - wind pressures, H P So, for H= for 2.00 m 52.00 kg/m2 Say

for

4.00 6.00 Wind force on Deck

m m =

63.00 kg/m2 73.00 kg/m2 67.075 x 0.883 x 2 x 1000 This force will be acting at half the height of the deck Level The Design moments due to wind force Resolving along and across Traffic : for CBL & FSL Conditions : = Longitudinal = 12.548 x For Pier Design Transverse = 12.548 x For footing design = Longitudinal = 13.470 x Transverse = 13.470 x for Unloaded Condition : One span laid = 10.740 m ; span laid. = Longitudinal = 8.368 x For Pier Design Transverse = 8.368 x For footing design = Longitudinal = 9.051 x Transverse = 9.051 x (VI) DESIGN OF FOUNDATION @ + 442.455

The Foundations are designed for Both the Spans Laid and One span Laid conditions Foundation Level Scour Level = 2 dsm

= =

+442.455 +443.375

0.800

m

0.400 2.800 0.600 m Foundation Level. R.C.C. Footing. 3.600

1 a). Service + LWL Condition :Vertical loads :1 Dead Load From Superstructure 2 Weight of Caping Beam

DETAIL OF PIER FOUNDATION. Both the Spans laid Condition :-

3 4

Weight of Pier Weight of Footing - with out buoyancy Total Dead loads

Live Load Reactions :1 Total Live Loads = Total Dead + Live loads for Design 2 Braking force Moments about 442.455 m Level :S. No. Type of Force Load LA 1 Dead Load Moments 257.44 1.875 2 Live Load Eccentricity 56.04 0.195 313.47 3 Braking Force 9.200 7.965 Moments without Wind 4 Wind Force ( On Loaded structure) Moments with Wind X = 493.62 ∕ 313.47 = 1.575 m e = 1.575 1.8 = 0.225 m Ml = x 0.225 313.475 = 70.636 t -m Section Properties :Size of Footing = 4.60 Area A = 4.60 x 3.60 Section Moduli = Zl = 4.60 x 3.60 ^2 / Zt = 3.60 x 4.60 ^2 / Foundation Pressures :Service + LWL. a). Without Wind : 313.47 ( +/- ) 70.64 ( +/- ) 16.56 9.94 = 18.93 ( +/- ) 7.11 ( +/- ) 4.92 = < b) With Wind : 317.79 ( +/- ) 74.9 ( +/- ) 16.56 9.94 = 19.19 ( +/- ) 7.54 ( +/- ) 5.62 = < 35 x b). Service + FSL - Condition :Vertical loads :-

1 2 3 4

Dead Load From Superstructure Weight of Caping Beam = Weight of Pier ( 100% buoyancy ) = Weight of Footing - 100% buoyancy = Total Dead loads

Live Load Reactions :Total Dead + Live Loads 442.455 m Level :-

Moments about S. No. Type of Force 1 Dead Load Moment 2 Live Load Eccentricity 3 Braking Force 4 Water Current Moments without Wind 5 Wind Force ( On Loaded structure) Moments with Wind Section Properties :Size of Footing = 4.60 Area A = 16.56 m2 Z l = 9.936 m3 X = ∕ 493.618 306.641 = 1.610 m e = 1.610 2 = 0.390 m Moment about centre = 306.64 x 0.390 = 119.7 tm Foundation Pressures :a) Without Wind : 306.64 ( +/- ) 119.7 ( +/- ) 16.560 9.936 = 18.517 ( +/- ) 12.043 ( +/- ) 4.934 = > b) With Wind : 306.64 ( +/- ) 123.97 ( +/- ) 16.560 9.936 = 18.517 ( +/- ) 12.477 ( +/- ) 5.634 = < 2 One Span laid Condition :a). LWL Condition :Vertical loads :1 Dead Load From Superstructure 184.58 2

2 3 4

Weight of Caping Beam Weight of Pier ( Dry ) Weight of Footing - 100% buoyancy Total Dead loads

5

Total Live Load 6 Braking force Total DL + LL +442.455 m Level :Load LA 165.15 2 58.28 1.355 9.20 9.165

Moments about S. No. Type of Force 1 Dead Load Eccentricity 2 Total LL Moments 3 Braking force Moment Moments without Wind 4 Wind Force (Unloaded Section) Moments with Wind Section Properties :Size of Footing = Area A

=

16.560 m2 X e ML

Foundation Pressures :a) Without Wind :

Zl = = = = = =

=

4.60 9.936 m3

496.47 ∕ 2.134 m 2.134 0.134 m 232.62 x 31.224 tm

232.624 ( +/- )

232.62 2 0.134

31.224 ( +/- ) 16.560 9.936 = 14.047 ( +/- ) 3.143 ( +/- ) 0.000 = < b) With Wind : 90.431 ( +/- ) 232.624 ( +/- ) 16.560 9.936 = 14.047 ( +/- ) 9.101 ( +/- ) 0.470 = < b). Service + FSL - Condition :One span Laid condition. 1 Dead Load From Superstructure 2 Weight of Caping Beam = 3 Weight of Pier ( 100% buoyancy ) = 4 Weight of Footing - 100% buoyancy =

Total Dead loads 5 6

Total Live Load Braking force Total Load +442.455 m Level :Load LA 158.311 2.000 58.279 1.905 9.200 6.015

Moments about S. No. Type of Force 1 Dead Load Eccentricity 2 Total LL Moments 3 Braking force Moment Moments without Wind 4 Water Current 5

Moments without Wind ( On Unloaded structure) Moments with Wind

Wind Force

X

= = = = =

Moment Section Properties :Area A = Foundation Pressures :a) Without Wind :

158.311 ( +/- )

9.56 ( +/- )

b) With Wind : =

9.560

DESIGN OF RCC FOOTING @

∕

225.790

2.152 2.152 2.000 0.152 m 158.31 x 0.152 = Size of Footing = 4.60 16.560 m2 Z l = 9.936 m3

e

=

485.945

16.560 2.425 ( +/- )

158.311

( +/- )

16.560 2.717

24.095 ( +/- ) 9.936 0.011 = <

( +/- ) 26.991 ( +/- ) 9.936 ( +/- ) 0.482 = < +442.455

The maximum pressures are due to Service + LWL (without wind ) condition. Pressure on Soil :-

Without Wind : =

313.475 ( +/- )

70.636 ( +/- ) 9.936 4.922 = 0.800 m

16.560 7.109 ( +/- )

18.930 ( +/- )

RCC Pier 1.400 m 0.400 1.00 0.30

2.80

0.600

3.60 M

x

0.30 0.858 DETAIL OF PIER FOUNDATION. 3.60 m 0.858 Y X 6.898 Pier 1.400

25.226

Y X 21.603 1.400

With 50mm Cover and Effective depth =

16 600

PRESSURE DIAGRAM mm Bars : 50 8

Check for Bending :At the Face of Pier . Moment due to Uniform Pr. 21.603 x Triangular Pr. =

(

30.961

-

L.A. = 1.4 ^2 2 21.603 ) x

1.400

1.4 2

Total Deduct :Self weight +

=

0.300 0.30 x

x 1.400

1.400 x

(

x 1.000

1.4 2 +

2 0.3

x

0.400 2.000

x

1.400

x

(

0.400

x

Total due to self weight Net Moment for Footing Design =

27.285

Using M-20 Grade Concrete : and 16mm tor bars Depth of section required =

Q =

0.918 8.290

26.37 x 100000 100 x 8.2899 26.366 x 100000 x 0.886 x 54.200 x 54.200 x 100

Area of steel =

2000 Minimum steel @ 0.12 % = 0.12 100 Distribution steel = 0.300 x Provide 20 mm; tor. @ and 12 mm; tor. @ Check for Shear at`d' from face of Abutment = Shear Force / meter = ( 30.96 Deduct Self Weight

-

= +

0.300 0.30

27.453 = 8.236 130 mm c/c.@ Bott. Longitudinals. 200 mm c/c.at Bottom Transverse. X-X= 858 + 25.226 ) x 2 x 1.400 x x 1.400 x Total Self weight

Net Shear for Design = Shear Stress = 100 As / bd =

24.104 23.66 x 1000 100 x 54.2 0.446 Allowable

0.444 =

4.365

tc

= 2.104 < 4.365 HENCE NO SHEAR REINFORCEMENT IS REQUIRED. 12 mm, tor @ 150 At Top provide nominal steel

the dimensions of pier and reinforcement in it is adopted from Most drawing no:BD/8-

design the footing considering above dead loads and live loads

NDATION

0.185 0.25 m 1.05 m

2.275 m

5.175 1.650

+443.055 m

+ 442.455

FOUNDATION

3.60 m

9.903 Cumecs 13.450 m

m

0.64 m/sec +445.605 m +443.375 m +442.455 m 35.000 t/m2 2.000 Nos 10.370 m +445.605 m +449.530 m +450.420 m 0.790 m 0.100 m +443.955 m +443.055 m 0.600 m +443.375 m

10.370 m 7.500 m 7.500 m 0.100 m VRCC 0.800 m thick

2.500 t/m3 2.400 t/m3 One lane of Class - 70 R Two Lanes of Class - A

( 2 x Bearing Width )

idth at Top and bottom of pier 1300 @ Pier. 0.800

m

0.25 1.05 0.8 m Section. mm 2.500 = 2.500 10.973

=

3.750 t

5.4863 m2 = =

10.973 t 14.723 t

0.400

with Triangular cut waters. Bottom of Pier = 443.055 m ; = 445.605 m ;

m 2.55 = = = = =

2.500

0.320 m2 2.360 m2 2.680 m2 34.672 t 33.647 t

2.500

= 27.838 t

3.600 m = = 4.60 = = = =

16.560 m2 4.968 m3 x 0.30 4.416 m3 9.384 m3 14.076 t 23.460 t

m 2.800 m 3.600 m

0.185 B

.G. of Loads

m

from Load I (17 t)

m

m c./c. Load Diagram =

54.57 t

@A

=

37.43 t

@B

B .G. of Loads

m

from Load I ( 11.4 t)

m B

m c./c. Load Diagram =

26.550 t

26.550 x 2.00 53.100 t @ A 36.400 26.550 9.850 t @ B

0.76 0.185

(0.37/2) 0.195

=

17.997 t-m

-

7.5 2

m C/L of deck

2

3.710

11.078 t-m 62.491 t-m 73.569 t-m

Span and will be acting at 1.20m above

Height of S.S =

0.790 0.890 = 9.200 t

= 1.2

+ 10.370

+ 0.10 m 18.400 t

0.890

)

t t + 443.055 & + 442.455 = 59.570 t-m +443.055 ) +442.455

Height of S.S =

)

= 65.090 t-m 0.600 m

= x

7.28 t 1.200

+ 0.890 10.370

t t 443.055 & ) 443.055 ) 442.455

= =

442.455

= =

47.138 t-m 51.506 t-m

0.905 m/sec 0.819

k X V^2

ut waters Cl.213 of IRC :6 - 2000 ed piers as per Cl.213 of IRC :6 - 2000

0.342

m of Footing

=

+442.455

Bottom of Pier y Diagram. 2

( v sin 20 0 )

=

4.4842 Kg/m2 2

( v sin 20 0 ) = 33.854 Kg/m2

=

1.4867 m

=

0.037 t

=

0.060 t

) )

= =

0.068 t-m 0.109 t-m

oting design. + +

0.600 ) = 0.600 =

0.090 t-m 0.145 t-m

d load acts when the Canal is Dry. per Cl. 212.3 should be doubled.

+0.600 +0.100 ) +443.955

So, for

H= P=

10.74

∕ = =

2.000 0.883 m 6.457 m

6.457 m 75.059 kg/m2

=

=

r Cl. 212.4 of IRC:-6:2000. kg/m

0.711 t

+ 450.413 m

5.500

=

1.650 t

2

=

0.825 t

443.055 442.455

) )

= =

5.234 t-m 5.661 t-m

443.055 442.455

) )

= =

7.314 t-m 7.809 t-m

12.548 tm 13.470 tm RFL =

+443.055 +442.455

= 2.417 t

) )

One span Laid

= =

=

+450.413 m

2.275 t

= +443.055 +442.455

Spans Length

So, for

H= P=

) )

1.137 t = =

= =

17.798 t-m 19.247 t-m

10.740 m ;

= =

240 1000

450.420 m

8.368 t-m 9.051 t-m 10.740 m 4.815 m

4.82 m 67.075 kg/m2

10.740

= < =

0.318 t 0.711 t 450.413 m

due to wind force

0.320 0.660 0.320 0.660 m ; span laid. 0.320 0.660 0.320 0.660 m

= = = =

4.015 t-m 8.282 t-m 4.310 t-m 8.890 t-m

= = = =

2.678 t-m 5.523 t-m 2.896 t-m 5.973 t-m

d and One span Laid conditions.

+443.375 +443.055 m

+442.455 m m

ER FOUNDATION. ns laid Condition :-

= =

184.580 t 14.723 t

= = =

34.672 t 23.460 t 257.435 t

= = =

56.040 t 313.475 t 9.200 t

Long.

Trans.

482.691

10.928

62.491

493.618

73.278 62.491 8.890 71.381

566.896

4.310 571.207

m

x

6 6

3.60 m = = =

62.49 12.70 30.961 / 35 t/m2 71.38 12.70 32.355 / 1.333 =

16.56 m2 9.936 m3 12.696 m3

6.898 t/m2

6.025 t/m2 46.655 t/m2

= = = = = = =

184.580 t 14.723 t 27.838 t 23.460 t 250.601 t 56.040 t 306.641

Long. Trans. 482.69 10.928 62.491 73.278 0.000 0.068 0.145 566.90 62.636 4.310 8.890 571.21 71.526 x 3.60 m Zt = 12.696 m3

62.636 12.696 35.494 / 35 t/m2 71.526 12.696 36.628 / 46.655 t/m2 d Condition :-

=

1.540 t/m2

0.406 t/m2

92.290 t

= = = = = = = Long.

14.723 t 34.672 t 23.460 t 165.145 t 58.279 t 9.200 t 232.624 t Trans. 0.000

330.290

78.968 84.318 0.000 5.973 5.973

493.576

2.896 496.472

m Zt

x =

3.60 m 12.696 m3

0.000 12.696 17.190 / 35 t/m2 5.973 12.696 23.619 / 46.655 t/m2

10.905 t/m2

4.475 t/m2

d condition. = = = =

92.290 t 14.723 t 27.838 t 23.460 t

= = = =

Total Load Long. 316.622

158.311 t 58.279 t 9.200 t 225.790 t Trans. 0.000

111.021 55.338 482.981 t - m

0.068 483.049 t - m

2.896 485.945 t - m

0.145 0.145 5.973 6.119

24.0950796 t-m x 3.60 Zt = 12.696 m3 0.145 12.696 11.996 / 35.000 t/m2

7.123

t/m2

6.361

t/m2

6.119 12.696 12.758 / 46.655 t/m2

wind ) condition.

62.491 12.696 30.961

/

6.898 t/m2

Foundation

ER FOUNDATION.

30.961

DIAGRAM = =

542 mm ; 54.2 Cms ;

m; = x

^2 0.400

1.400

21.171 t-m x

= =

2 3 6.114 t-m 27.285 t-m

=

0.412 t-m

) ^2

1 3

due to self weight

= +

0.412 t-m 1.000 )

= =

0.10 t-m 0.918 t-m

=

26.366 tm/m

=

56.396 cms.

t/m2

=

27.453 cm2

=

6.504 cm2 114.44 mm

20 mm ; tor cm2 @ Bott. Longitudinals. at Bottom Transverse. mm ; from Edge. 0.858 = 0.858 0.4 2

24.166 cm2. 24.104 t

= =

0.360 t 0.084 t

=

0.444 t

=

23.660 t

kg/cm2

kg/cm2 kg/cm2 ENT IS REQUIRED. mm, c/c. Bothways. 7.540 cm2 ed from Most drawing no:BD/8-75 & BD/9-75

DESIGN OF RETURN WALLS : (Beyond berm level) unit wt of concrete unit wt of earth

= =

2.400 t 2.100 t

0.3 + 451.170 0.15 + 450.645

W11 +

450.420

Road level

W3 W4

W1

W2

0.15

0.900 0.450 0.15 1.350

W5 1.650

+ 448.780 0.45 + 448.330

Design same as per the design of return for SLRB.