abutment design substructure

GENERAL

*

* The soil properties considered in the design are as under:= 30 º , = 20 º , = , = , C = 0

* Grade of concrete shall be MReinforcement grade shall be Fe 415 (HYSD)

* Clear cover to reinforcement - mm compartments of abutment.mm for pile

* Various levels considered in the design areFormation level - mSoffit level - mHFL level - mGround level - mPile cap top level - m

This design booklet pertains to design of Abutment A1. Same details shall be adopted for AbutmentA2.

Project : Date

1.0

sat 2.00

97.09798.49798.640

50

6546Project noShambhavi Techno Solutions, Patna

t/m3sub

30

t/m3

R09/20/2012

RevProposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya TolaBlock-Benipatti Distt-Madhubani

102.422100.470

75

By SHSSubject : DESIGN OF CANTILEVER TYPE ABUTMENTChkd

1.00

Pile cap top level - m

* Density of concrete -Wearing coat -

Scour DepthReferring to clause 703.2 of IRC: 78-2000 mean depth of scourdsm = x

Db = The design discharge for foundation per meter width at effective linear waterway.=

Db = = cubic meter/sec

= x = x =

dsm = x 2

= m.

= = x = m

2.7040.6715

Referring to clause 703.3.1.1 of IRC: 78-2000 maximum depth of scour for design of foundationfor abutments.

2.0 dsm 2.0 0.67 1.40

2.36 1/2 2.704

1.34 0.5833 1/3

60.00ksf 1.76 (dm)1/2 1.76

1.34 Db2

t/m3

97.097

2.502.30 t/m3

ksf Silt factor for a representative sample of bed material obtained upto the level of anticipateddeepest scour.

ksf

1/3

35.00 0.5833

Project : Date6546

Project noShambhavi Techno Solutions, Patna

R09/20/2012

RevProposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya TolaBlock-Benipatti Distt-Madhubani

By SHSSubject : DESIGN OF CANTILEVER TYPE ABUTMENTChkd

Formation level m

Soffit level m

GL m

Fdn level m

A

98.497

97.097

100.470

1.40

01.

973

0.30

5

102.422

2.25

7

0.1150.30

2.00

0

1.00

1.0

1.0

0.255.10 1

1.1 0.075

2.3

0.30

1.80.75 1.8 0.75A

Width of the abutment/pilecap = m

DEAD LOADGENERAL ITEMSRailing = x 2 =Road kerb = x x 2 x =Wearing coat = x x =

=

Concrete quantity of superstructure = m3

Total dead load of one span superstructure = x + x= t.

Dead load reaction on abutment = t.

Determination of depth of fixidityDepth of fixidity is determined from IS 2911, clause B-1.2, Appendix B.Soil type : Dense sand.Ec = kg/cm2Ip = x d 4 = x 4 = cm4

64 64K1 = kg/cm3 ( From graph)*

T = 5 = cm

For fixed headed pile, = x = m

t/m.2.30

78.078.0 2.50

1

1.80.75

0.15 0.30 t/m.

8.70

1.8 0.75

0.475 0.30 2.50 0.71 t/m.7.500 0.075 2.30 1.29 t/m.

2.30 18.75238.0

K 1

119.00

Lf 2.2 5.700

2958044906250

1.25

E. I 259.01

100

259.01100

DEAD LOADAbutment BaseCalculating forces at the base C.G of abutment shaftThe load & moment due to dead load on the abutment are tabulated as below.

@ @A. SUPERSTRUCTURE1 ) Dead load reaction

B. ABUTMENT1 ) Abutment Shaft

x x x

2 ) Abutment bearing beama ) x x x

3 ) Dirt walla ) x x x

0.30 0.78

A (m.)

2.280.35 4.47

-0.19 -0.43

0.00

0.26

Subject : ByChkd

DESIGN OF CANTILEVER TYPE ABUTMENT

2.0

MomentsLever ArmVerticalLoad (t.)

DESCRIPTIONA (tm.)

SHS

119.00 0.12

0

0.00

8.70 1.08 2.50

8.70 2.77 1.00 2.50

0.30 7.01 0.0375

60.20

13.69

8.70 1.96 0.301.96

2.502.50

12.772

Project no6546

Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya TolaBlock-Benipatti Distt-Madhubani

Date 9/20/2012Rev R0

Shambhavi Techno Solutions, Patna

a ) x x xx x x x

SUB TOTAL

RESULTANT FORCES UNDER LWLV = t.

ML @ C.G of abutment shaft base =201.26

17.99

0.30 0.78 2.280.35 4.47

-0.19 -0.43

201.26 17.99

8.70 1.96 0.301.96

2.50

tm

2.5012.77

2

Subject : ByChkd

DESIGN OF CANTILEVER TYPE ABUTMENT SHS0

Project no6546




Pilecap Base at point A

@ @A. SUPERSTRUCTURE1 ) Dead load reaction

B. ABUTMENT1 ) Abutment Shaft

x x x2 ) Abutment bearing beama ) x x x3 ) Dirt walla ) x x xb ) x x x x3 ) Side walla ) x x x xb ) x x x x4 ) Pile cap

x x x

-0.50 -1.32

2.55 282.87

21.43 24.641.151.00 1.50 0.35 2 2.50 2.63

2.99 6.81

2.30 5.33 0.35 2 2.50

0.30 0.78 1.96 2 2.50 2.288.70 1.96 0.30 2.50 12.77 2.45 31.29

2.8375 19.89

168.56

8.70 0.30 1.08 2.50 7.01

8.70 2.77 1.00 2.50 60.20 2.80

119.00 2.92 346.89

Lever Arm MomentsA (m.) A (tm.)

DESCRIPTION

8.70 1.005.10

VerticalLoad (t.)

2.50 110.93x x xC. Soil filling above pilecapa ) Behind abutment

x x xb ) Front of abutment

x x xSUB TOTAL

@ @

Under HFL condition at RL m.Water on pile cap front of abutment

x x x

Water on pile cap behind abutmentx x x

% Buoyancyx x x x

SUB TOTAL

@ @Under LWL condition at RL m.

% Buoyancyx x x x

SUB TOTAL

8.70 5.10 2.543 1.00 -1.0

0.0001008.70 5.10 1.00

MomentsA (tm.)

-1.0 0 2.55 0

100

5.33

-75.14 -187.06

78.92

-287.72

18.79 4.20

18.90

MomentsA (m.) A (tm.)

98.64

1.543 1.00

1.80 1.40 8.70 2.00 43.85 4.20

225.358.00

184.17576.06 1289.15

2.55-112.83

8.70 1.40

1.151.00 21.741.54

1.15

97.097

VerticalLoad (t.)

Lever ArmA (m.)

DESCRIPTION VerticalLoad (t.)

Lever Arm

2.30

2.55 282.87

0.00 0.00

DESCRIPTION

8.70 1.005.10

2.30 5.33 2.00 195.96

2.50 110.93

Subject : ByChkd


Project no6546




RESULTANT FORCES UNDER HFLV = - = t.

ML @ A = - =ML @ C.G of pilecap base = - x =

RESULTANT FORCES UNDER LWLV = + = t.

ML @ A = + =ML @ C.G of pilecap base = - x =

EARTH PRESSUREThe following soil properties are considered.Angle of internal friction = ºAngle of wall friction = ºCohesion C = 0Saturated Density =Submerged Density = t/m3

sub

3.0

576.06

tmtm.

20

2.55 -175.256

sat 2.00 t/m3

1.00

0.00tm.

1289.15 187.06 1102.0975.14576.06

576.06

1102.09 500.92

500.92

-179.803 tm1289.15 576.061289.15 0.00

30

2.551289.15

The coefficient of active pressure Ka as per Colomb's formula.

1 + 2

where = 90 º , = 0 º & = 20 º

x 2090 x 70 1 + 50 x 30 2

70 x 90

=Horizontal force & moments @ base due to earth pressure are calculated as under:

UNDER HFL RL m.Intensity of pressure at RL m. ( HFL )= x x=

Intensity of pressure at RL m. ( Founding level )= + x x= += 2.540 t/m2

2.110 0.279 1.54 1.002.110 0.430

0.279 3.782 2.002.11 t/m2

97.097

Sin Sin

0.279 ( horizontal )

98.6498.64

Sin ( - ) . Sin ( + )

Ka = Sin2 120 CosSin Sin Sin Sin

Ka = Sin2 ( + ) . CosSin . Sin ( - ) Sin ( + ) . Sin ( - )

Subject : ByChkd


Project no6546




Formation level m.

m.

Pilecap top m.

EARTH PRESSURE DIAGRAMHorizontal forceAbutment baseHL = x x x + x x

+ x x x2.110 8.70 1.543

34.71 28.32 2.891/2 0.430 8.70 1.543

2.1100.4302.540

1/2 2.110 8.70 3.78

102.422

HFL 98.64

97.0973.

782

1.54

3

2.11

+ x x x= + += t.

Moment @ base of abutment shaft= x ( x + ) + x x

+ x x= + +=

Moment @ base of pilecap= x ( x + ) + x ( x + )

+ x ( x + )= + +=

UNDER LWL RL m.Intensity of pressure at RL m. ( LWL )= x x=

Formation level m.

34.71

t/m2

4.38tm.

0.42 3.78 2.5432.89 1/3

1/21

1/22.89 1.543

1.543143.4 50.17

197.95

132.03 tm.

0.279

1

97.09797.097

5.325 2.002.97

28.32 1.5431.543

102.422

97.097

5.32

5

28.32 1.543

108.69 21.85 1.49

65.92

34.71 0.42 3.781/3

34.71 28.32 2.891/2 0.430 8.70 1.543

Subject : ByChkd


Project no6546




Horizontal forceHL = x x x

= t.

Moment @ base of abutment shaft= x x=

Moment @ base of pilecap= x( x + )= 222.66 tm.

1

1/2 2.97 8.70

68.80 5.325 0.42

68.80

68.80 5.325

5.325

0.42153.86 tm.

Subject : ByChkd


Project no6546




DYNAMIC INCREMENT ON EARTH PRESSUREThe seismic on earth pressure shall be calculated as per IRC-6 : 2010

Considering max bridge flexibility factor Sa =g

Zone Factor Z =Importance Factor I =Reduction Factor R =

= 30 º , = 20 º , C = 0 , = 0

Horizontal seismic coefficient h = . Sa = x =g x

Vertical seismic coefficient v = 1 x h = 1 x =2 2

= = =1 ± v 1 ±

L = Slope of the earth fill = 0

4.0

TAN-1 0.144 7.650

0.24 1.2 x 2.5

8.8200.072

1.22.5

Z . I2 R

OR

0.1442 2.5

0.144 0.072

0.24

2.5

TAN-1h

L = Slope of the earth fill = 0= Angle which earth face of wall makes with vertical. = 0

Ca = A x 1 2

1 + B2

A = ( 1 ± v ) ( )( )

= ( 1 ± ) = ( 1 ± ) xx x

( 1 ± ) = ( 1 ± ) xx x

B = ( ) ( ) x ( or )( ) ( ) x ( or )

=

Ca = ( 1 ± ) x x 2 =1 +

= ( 1 ± ) x x 2 =1 +

Horizontal component = x 20 º =

% of dynamic increment = - x

0.072

0.3289 OR

0.072

48.75

1000.279

0.3159 1/2

=

0.415 0.279

OR

0.4219

0.4412

0.4412 Cos 0.415

1.0043 1

1

Sin

0.3289 1/2

21.18Cos 0 Cos 27.65 28.82Sin 22.35

Cos - L Cos +Sin + Sin - - L 50

Cos 8.820 Cos2 0.0 Cos 28.82OR 0.072 Cos2 21.18 0.072 1.0043

0.9744Cos 7.650 Cos2 0.0 Cos 27.65

0.072 Cos2 22.35 0.072

Cos2 - -Cos + +

0.9744

Cos Cos2

0.3159

Subject : ByChkd


Project no6546




INCREASE IN EARTH PRESSURE UNDER SEISMIC CONDITION

UNDER HFL CONDITIONHL = x = t.

At base of abutment shaftML = x x

=

At base of pilecapML = x( x + )

=

Total horizontal force & moment at pilecap top under seismic condition.HL = +

= t.Moment at base of abutment shaftML = x ( x + ) + + +

98.06

1

85.5785.5734.71 1/3 3.78 1.49

97.32 21.85

tm.

1.49

85.57

65.92 32.14

tm.5.325 1/2

117.7132.14

32.14

5.325 1/2

100

32.14

65.92 48.75

1.543 21.85ML = x ( x + ) + + += + + +=

Moment at base of pilecapML = x ( x + ) + + +

= + + +=

UNDER LWL CONDITIONHL = x = t.

At base of abutment shaftML = x x

=At base of pilecapML = x( x + )

=

Total horizontal force & moment at pilecap top under seismic condition.HL = +

= t.At base of abutment shaftML = +

=

At base of pilecapML = +

=

85.57206.23

85.5734.71 1/3 3.78 1.4997.32 21.85 1.49

1/2

68.80 48.75

102.34

34.71 1/3 3.78 2.543 4.38

33.54100

33.54 5.325

117.71132.03 50.17 4.38 117.71

50.17

345.5 tm.

33.54 5.325

304.29 tm.

89.30

33.54

153.86

tm.

243.2 tm.

89.30

1/2 1122.84 tm.

68.80

222.66 122.84

tm.

1.543 21.85

Subject : ByChkd


Project no6546




SEISMIC FORCESCalculating forces at top of pilecapSeismic coefficient =At base of abutment shaft

@SuperstructureSelf weight of abutmentAbutment ShaftAbutment bearing beamDirt wallSide wall

Weight of earh fill

Water on pile cap front of abutmentWater on pile cap behind abutmentTOTAL (without superstructure)TOTAL (for HFL condition)TOTAL (for LWL condition)

18.90

0.38

60.207.01

15.05

43.85 6.31

1.012.17

28.22

3.09

17.14

122.959.438.23

Seismicforce (t)

Lever Arm

3.37 57.81

1.64

8.67

4.352.6625

4.325

4.421.9

2.6625 75.14

1.38

18.79 2.71 0.70.7

2.63

DETAILS

119.00

195.96

Weight ( t )

2.72 2.6625 7.24

21.43

55.28 072.42 180.7666.99 171.62

2.92

MomentsA (m) (tm)

5.0

0.144

TOTAL (for HFL condition)TOTAL (for LWL condition)

At base of pilecapTOTAL (without superstructure)TOTAL (for HFL condition)TOTAL (for LWL condition)

LIVE LOAD SURCHARGELive load surcharge equivalent to 1.20 m. height of earth fill shall be considered in the design.Effect of live load surcharge is restricted upto abutment portion only as per IRC: 78 - 2000.

Intensity of live load surcharge = x x=

Moment due to live load surchargeHL = x x = t.

ML at base of abutment shaft = x x =ML at base of pilecap = + x =

INCREASE IN SURCHARGE PRESSURE UNDER SEISMIC CONDITIONIncrease in surcharge pressure force = x = t.

Moment @ base of abutment shaftML = x x =

Moment @ base of pilcapML = + x =

113.68 tm82.64

48.75100

31.04

tm53.71

tm

tm53.71

15.13 1 68.84

15.13

15.13 5.325 2/3

82.64 31.04 1

72.42 180.76

6.0

1.20 2.00 0.279

66.99 171.62

66.99 238.61

0.670

55.28

0.670 t/m2

72.42 253.18

8.70 31.04

55.28

31.04

5.325

5.325 1/2

Subject : ByChkd


Project no6546




RESTRAINING FORCE AT BEARINGRestraining force per bearing = t.No of bearings on abutments = 3Total horizontal force = x 3 = t.Moments due to restraining force at bearing on abutment base= x=Moments due to restraining force at base of pilecap= + x=

LIVE LOAD

Maximum reaction due to Class 70 R loading = t.Maximum reaction due to Class A loading = t.

Abutment is designed for maximum live load condition.Two lane of Class AA or 1 lanes of Class 70R loading as per IRC : 6 : 2010.

a ) Class A Loading

72.6969.52

15.18 tm.

1.500

7.01.500nos.

8.0

4.50

4.50 3.373

15.18 4.50 119.68 tm.

a ) Class A Loading

A B

m.

Reaction at A= ( x 2 x + x 4 x ) /= t. due to one trains.

x 2 = due to two trains.

Eccentricity e = m. for one train.e = m. for two trains.

Maximum reaction conditioni ) One trainV = t.At base of abutemnt

= x =At base of pilcap

= x =

= x =

6.8 8.75

3.0 3.0 3.0

11.4

18.15

4.30

18.750

34.76

tm.

tm.

6.8

11.4

4.25

11.4 6.8 6.8 6.8

1.20

18.750

88.64

4.00

34.7634.76 69.52

2.55

34.76 0.37

1.30

ML 34.76 0.12

MT 34.76 2.55

ML tm.12.69

Subject : ByChkd


Project no6546




ii ) Two trainsV = t.At base of abutemnt


= x =

= x =

Longitudinal forceFor One train & Two trains.= 20 % x = t.

Longitudinal force on abutment= x = t. m. neglecting change of reaction

being very small.ML due to Longitudinal force at abutment shaft base= x ( - )= tm.

tm.

69.52

tm.

7.99

25.37

100.470

tm.

ML 69.52 0.12

MT 69.52 1.30

ML 69.52 0.37

34.76 6.95

6.95 1/2 3.48 acting at R.L

90.38

3.48 100.470 97.09711.74= tm.

ML due to Longitudinal force at base of pilecap= x ( - )= tm.

b ) Class 70R Loading

A B

m.

Reaction at A= ( x 4 x + x 2 x + x ) /= t. due to one trains.

Eccentricity e = m. for one train.

Maximum reaction conditionV = t.At base of abutemnt


= x =

= x =

72.6917 18.750

1.155

1.37 3.05

26.53 tm.

83.96 tm.

0.12 8.36 tm.

12

2.13 1.52

10.0712

1.37

MT 72.69 1.155

72.69

15.86

ML 72.69 0.37

ML 72.69

8 5.35

18.750

1717 17

100.470

11.74

3.48

5.353.96

96.09715.22

817 12

Subject : ByChkd


Project no6546




Longitudinal forceFor One train= 20 % x = t.

Longitudinal force on abutment= x = t. m. neglecting change of reaction

being very small.ML due to Longitudinal force at abutment shaft base= x ( - )= tm.

ML due to Longitudinal force at base of pilecao= x ( - )= tm.

100.470

24.52

7.27

acting at R.L

97.097

100.470 96.09731.79

14.54

72.69 14.54

1/2 7.27

7.27 100.470

SUMMERY OF FORCES ON BASE OF ABUTMENT SHAFT

1. Dead Load

2. Live Load

a) Class AMaximum ReactionOne trainTwo train

b) Class 70RMaximum Reaction

3. Earth pressureNormal conditionHFL caseLWL caseSeismic conditionHFL caseLWL case

4. Live load surchargeNormal conditionSeismic condition

5. Restraint force at bearing

6. SeismicLongitudinal DirectionHFL caseLWL case

15.18

72.42 180.7666.99 171.62

4.50

Subject : DESIGN OF CANTILEVER TYPE ABUTMENT

LOAD HL ( t.)

31.04 82.64

9.0

LOADING

102.34 243.16

46.17 136.35

TRANS. DIRECTION

Project no6546




201.26

34.76 3.48

By SHSChkd 0

17.99

VERTICAL LONGI. DIRECTIONML ( tm.) HT ( t.) MT ( tm.)

3.48 19.73 90.38

132.03

15.74 88.6469.52

72.69 7.27 32.88 83.96

98.06 206.23

65.9268.80 153.86


Project no6546




By SHSChkd 0

LOAD COMBINATIONSNormal conditionCASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing

( Under HFL condition)V = + = t

ML = + + + =MT =

CASE 2 : DL + LL (Class A -2) + Earth pressure + Force at Bearing( Under HFL condition)

V = + = tML = + + + =MT =

CASE 3 : DL + LL (Class 70R) + Earth pressure + Force at Bearing( Under HFL condition)

V = + = tML = + + + =MT =

CASE 4 : DL + LL (Class A -1) + Earth pressure + Force at Bearing( Under LWL condition)

V = + = tML = + + + =MT =


V = + = tML = + + + =MT =

CASE 6 : DL + LL (Class 70R) + Earth pressure + Force at Bearing( Under LWL condition)

V = + = tML = + + + =MT =

CASE 7 : DL + LL surcharge + Earth pressure + Force at Bearing( Under HFL condition)

V = tML = + + + =MT =

CASE 8 : DL + LL surcharge + Earth pressure + Force at Bearing( Under LWL condition)

V = tML = + + + =MT =

15.18 269.67 tm0.00 tm

0.00 tm

201.2617.99 82.64 153.86

17.99 82.64 132.03 15.18 247.84 tm

15.18 219.91 tm83.96 tm

201.26

90.38 tm

201.26 72.69 273.9517.99 32.88 153.86

17.99 19.73 153.86 15.18 206.76 tm

15.18 202.77 tm88.64 tm

201.26 69.52 270.78

83.96 tm

201.26 34.76 236.0217.99 15.74 153.86

17.99 32.88 132.03 15.18 198.08 tm

90.38 tm

201.26 72.69 273.95

17.99 19.73 132.03 184.9315.18

tm88.64

201.26tm

201.26180.94

34.76

69.52 270.78

17.99 15.74 132.03 15.18 tm236.02


Project no6546




By SHSChkd 0

Seismic conditionCASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing

( Under HFL condition)V = + x = t

ML = + x + + =MT = x =


V = + x = tML = + x + + =MT = x =


V = + x = tML = + x + + =MT = x =


V = + x = tML = + x + + =MT = x =


V = + x = tML = + x + + =MT = x =


V = + x = tML = + x + + =MT = x =


V = tML = + + + =MT =


V = tML = + + + =MT =

153.86

90.38

0.00 tm

0.00 tm

201.2617.99

tm83.96

17.99

15.18 323.38 tm136.35

15.18 301.55 tm

237.6117.99

1/2

1/2

17.99 136.35 132.03

1/2

201.26

41.98

15.18

15.181/2

1/21/2

83.96

1/21/2

201.26 72.69

286.20 tm

292.77 tm

45.19 tm

32.88 243.16

19.73 243.16

tm44.32 tm

201.26 69.52 236.02

88.64 1/217.99 15.74

201.26

17.99 32.88 206.231/2

1/2

41.98 tm

34.76

15.18 255.84

218.6415.18 284.20243.161/2

tm

15.18 249.27 tm45.19 tm

201.26 72.69 237.61

90.38 1/2

44.32 tm

201.26 69.52 236.0217.99 19.73 206.231/2

88.6417.99 15.74 206.23

1/2

1/2

15.18 247.27 tm1/2201.26 34.76 218.641/2

SUMMERY OF FORCES ON PILECAP BASE

1. Dead LoadHFL caseLWL case2. Live Load

a) Class AMaximum ReactionOne trainTwo train

b) Class 70RMaximum Reaction

3. Earth pressureNormal conditionHFL caseLWL caseSeismic conditionHFL caseLWL case

4. Live load surchargeNormal conditionSeismic condition

5. Restraint force at bearing

6. SeismicLongitudinal DirectionHFL caseLWL case 66.99 238.61

500.92 -175.26576.06 -179.80

4.50 19.68

72.42 253.18

31.04 113.6846.17 182.52

98.06 304.29102.34 345.50

65.92 197.9568.80 222.66

69.52 3.48 40.59 90.38

72.69 7.27 58.32 83.96

34.76 3.48 27.91 88.64

10.0

LOADING VERTICAL LONGI. DIRECTION TRANS. DIRECTIONLOAD HL ( t.) ML ( tm.) HT ( t.) MT ( tm.)

Subject : DESIGN OF CANTILEVER TYPE ABUTMENT By SHSChkd 0

Shambhavi Techno Solutions, Patna Project no6546







LOAD COMBINATIONSNormal conditionCASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing

( Under HFL condition)V = + = tHL = + + =ML = + + + =HT =MT =


V = + = tHL = + + =ML = + + + =HT =MT =


V = + = tHL = + + =ML = + + + =HT =MT =


V = + = tHL = + + =ML = + + + =HT =MT =


V = + = tHL = + + =ML = + + + =HT =MT =


V = + = tHL = + + =ML = + + + =HT =

t

0.00 t197.95 19.68 70.28

3.48 65.92 4.50 73.90 t

7.27 65.92 4.50 77.69 t

68.80 4.50 76.78 t

3.48 68.80 4.50 76.78 t

19.68

68.80 4.50 80.57 t

0.00 t

0.00 t

0.00

3.48

0.00 t

0.00 t

7.27-179.80 58.32 222.66 19.68 120.86 tm

19.68 103.13 tm

90.38 tm

576.06 72.69 648.75

88.64 tm

576.06 69.52 645.58

-179.80 40.59 222.66

-179.80 27.91 222.66t

90.45 tm

19.68 100.69 tm

83.96 tm

576.06 34.76 610.82

90.38 tm

500.92 72.69 573.61

-175.26 58.32 197.95

-175.26 40.59 197.95 19.68 82.96 tm

tm

88.64 tm

500.92 69.52 570.44

500.92 34.76 535.68

-175.26 27.913.48 65.92 4.50 73.90





MT =


V = tHL = + + =ML = + + + =HT =MT =


V = tHL = + + =ML = + + + =HT =MT =

Seismic conditionCASE 9 : DL + LL (Class A -1) + Earth pressure + Force at Bearing

( Under HFL condition)V = + x = tHL = x + + =ML = + x + + =HT =MT = x =

CASE 10 :DL + LL (Class A -2) + Earth pressure + Force at Bearing( Under HFL condition)

V = + x = tHL = x + + =ML = + x + + =HT =MT = x =

CASE 11 :DL + LL (Class 70R) + Earth pressure + Force at Bearing( Under HFL condition)

V = + x = tHL = x + + =ML = + x + + =HT =MT = x =

CASE 12 :DL + LL (Class A -1) + Earth pressure + Force at Bearing( Under LWL condition)

V = + x = tHL = x + + =ML = + x + + =

0.00 t

31.04

83.96 tm

0.00 t

31.04 68.80 4.50 104.34182.52 222.66 19.68

65.92 4.50 72.16

535.68

19.68

518.30

74.06 t

t1/2

3.48 1/2 65.92 4.50 72.16

0.00

-175.26 58.327.27 1/2 65.92 4.50

1/2 304.29

3.48 1/2 68.80 4.50

0.00 t

75.04 ttm-179.80 27.91 1/2 345.50 19.68 199.33

tm

83.96 1/2 41.98 tm

576.06 34.76 1/2 593.44

19.68 177.87

tm

90.38 1/2 45.19 tm

500.92 72.69 1/2 537.27

-175.26 40.59 1/2 304.290.00 t

tm

88.64 1/2 44.32 tm

500.92 69.52 1/2

1/2 304.29t

19.68 169.01t

162.67

0.00 tm

500.92 34.76 1/23.48

-175.26 27.91

245.06 tm

19.68 156.05 tm

0.00 tm

576.06

-179.80t

500.92

-175.26 113.68 197.95101.46 t65.92 4.50





HT =MT = x =

CASE 13 :DL + LL (Class A -2) + Earth pressure + Force at Bearing( Under LWL condition)

V = + x = tHL = x + + =ML = + x + + =HT =MT = x =

CASE 14 :DL + LL (Class 70R) + Earth pressure + Force at Bearing( Under LWL condition)

V = + x = tHL = x + + =ML = + x + + =HT =MT = x =

CASE 15 :DL + LL surcharge + Earth pressure + Force at Bearing( Under HFL condition)

V = tHL = + + =ML = + + + =HT =MT =

CASE 16 :DL + LL surcharge + Earth pressure + Force at Bearing( Under LWL condition)

V = tHL = + + =ML = + + + =HT =MT =

3.48 1/2 68.80 4.50 75.04 t

1/2 68.80 4.50 76.93 t1/2 612.41

19.68

0.00 t

500.9246.17

-179.80

90.38

576.067.27

65.92 4.50 116.59 t-175.26 182.52 197.95 19.68 224.89 tm0.00 t0.00 tm

576.0646.17 68.80 4.50 119.47 t

-179.80 182.52 222.66 19.68 245.06 tm0.00 t0.00 tm

tm

83.96 1/2 41.98 tm

58.32 1/2 345.50 19.68 214.54

tm

1/2 45.19 tm

72.69

-179.80 40.59 1/2 345.500.00 t

205.67

88.64 1/2 44.32 tm

576.06 69.52 1/2 610.82

0.00 t

DESIGN OF DIRT WALLDirt wall is designed for earth pressure at the base of earth pressureHeight of dirt wall = mThickness of dirt wall = mIntensity of pressure due to earth pressure at the base = t/m2

Increase in earth pressure due to dynamic increment = t/m2

Total t/m2

Pressure due to live load surcharge = t/m2

Bending moment at base of dirt wall= x x 2 x + x 2 x= tm/mShear force at base of dirt wall= x x + x= tm/m

Bending check

1.090.531.62

1.96

0.67

1.62 1.96 1/3 0.67 1.961/2 1/22.32

1/2 1.62 1.96 0.67 1.962.9

0.30

11.0





Provide 16 F @ c/c + 0 F @ c/c at top = >Hence OKHortical reinforcement provided = 12 F @ c/c =

Shear check

Spacing of shear reinforcment = cm

200 5.65 cm2/m

Shear force Width Eff. Depth Reinf. Area Shear stress % of reinf. Per. stresskg/cm2

Design shearforce (t)

Dia of shearreinf.

Legged

t/m cm cm cm2/m kg/cm2

2.90 100.00 24.20 13.40 1.20 0.55 %

BM Total depth Width Clear cover Bar dia Eff. Depthprovided

Eff. Depthrequired

Ast req. Min Reinf.

tm mm mm mm mm cm2/m cm2/m2.32 300 1000 50 16

3.26

24.20 cm 12.26 cm 5.39 2.90150 150 13.4 cm2/m 5.39 cm2/m

0.00 10 mm 2No shear reinf. is required NA

DESIGN OF SIDL WALLSide wall is designed for earth pressure at the base of earth pressurewidth of dirt wall = mThickness of dirt wall = mIntensity of pressure due to earth pressure at the base = t/m2

Increase in earth pressure due to dynamic increment = t/m2

Total t/m2

Pressure due to live load surcharge = t/m2

Bending moment at base of dirt wall= x 2 x + x 2 x= tm/mShear force at base of dirt wall= x x + x= tm/m

Bending check

6.62

1/213.46

1/2 4.42 2.30 0.67 2.30

0.67

4.42 2.30 1/2 0.67 2.30

12.0

2.300.50

2.971.454.42





Provide 16 F @ c/c + 0 F @ c/c at top = >Hence OKHortical reinforcement provided = 12 F @ c/c =

Shear check

Spacing of shear reinforcment = cm2.55 0.00 10 mm 2

No shear reinf. is required NA6.62 100.00 44.20 13.40 1.50 0.3 %

Design shearforce (t)

Dia of shearreinf.

Legged

t/m cm cm cm2/m kg/cm2

200 5.65 cm2/m

Shear force Width Eff. Depth Reinf. Area Shear stress % of reinf. Per. stresskg/cm2

150 150 13.4 cm2/m 8.55 cm2/m

cm2/m6.73 500 1000 50 16 44.20 cm 20.88 cm 8.55 5.30

Eff. Depthprovided

Eff. Depthrequired

Ast req. Min Reinf.

tm mm mm mm mm cm2/mBM Total depth Width Clear cover Bar dia

abutment design substructure

Documents

bacha raja

shambhavi

dl ll

cantilever

deopur naya

pile cap front

dead load

maximum reaction