ramp retaining wall.xlsx

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Design Of Retaining Wall(RW-1)

Case 1 :- Only Soil , No water Condition

Loads

(i) Vertical Load Due to Weight

Load Value (KN)

W1 #NAME?W2 #NAME?W3 #NAME?W4 #NAME?W5 #NAME?W6 #NAME?

Total 696.58

(ii) Earth pressure(Static & Dynamic)= Horizontal Seimic Coefficient.=

Φ = Angle of internal friction of soilλ =

= Angle which earth face of the wall makes with the vertical

ζ = Slope of earth fillδ = Angle of friction between the wall and earthfill

(wall friction angle,should be taken 2/3 of of Φ IRC-78pp79)F = factor which is a function of geometry

αh

αv

Vertical seismic coefficient equal to 2α

tan-1[(αh)/(1±α

v)]

α

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b = Thickness of wall

Ca=

Putting αh = 0, αv = 0 and λ =0

Ca'=

Sa/g = 3.00αh = 0.16Φ = 30.00αv = 2αh/3 = 0.10

8.00

α = 6.79δ = 20.00ζ = 0.00

Calculation of Active Coefficients

Maximum static earth pressure at EL 593 =

Load Due to Total Earth Pressure =

(1 ± αv) * cos2 (Φ - λ - α)

cos λ * cos2α * cos(δ + α + λ)

(1 ) * cos2 (Φ -α)1 * cos2α * cos(δ + α)

(1 ± αv) * cos2 (Φ - λ - α)

Coefficient for dynamic earth pressure increment,Cadynamic = Ca - Ca'

v

h

1

tan 1

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Load due to static earth pressure(Sepr) =

Load due to dynamic earth pressure(Depr) =

(iii) Lateral Seismic Load of wall

Load Corres. Weight(KN)SLW1 78.75SLW2 59.06SLW3 198.75SLW4 3.13

Total

(iv) Vertical Seismic Load of wall

Load Corres. Weight(KN)SVW1 78.75SVW2 59.06SVW3 198.75SVW4 3.13

Total

(iv) Vertical Seismic Load of Soil

Load Corres. Weight(KN)SVW5 51.98SVW6 304.92

Total

Stability Against Overturning

(i) Without EarthquakeResisting Moment Due to Weight

Load ValueW1 78.75W2 59.06W3 198.75W4 3.13W5 51.98W6 304.92

696.58

Resultant of Load from D =Resisting Moment =

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Overturning Moment Due to Static Earth pressure =

FOS , Mr/Mo =

(i) With Earthquake

Overturning MomentsLoad ValueSepr 204.79Depr 111.11SLW1 12.21SLW2 9.15SLW3 30.81SLW4 0.48SVW1 8.14SVW2 6.10SVW3 20.54SVW4 0.32SVW5 5.37SVW6 31.51

Total Overturning Moment =

Resisting Moment =

FOS , Mr/Mo =

Stability against Sliding

a) With earthquake case

b) Without earthquake case

Base Pressure Calculation

(i) Without Earthquake

Vertical Load , P = 696.58

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Direct Pressure (P/A) = #NAME?

Resultant of P from D = 5.54Net Moment M=(Mr-Mo) = #NAME?e1 = (M/P) = #NAME?e = (h5/2-e1) = #NAME?

Base Pressure at D = #NAME?

Base Pressure at G = #NAME?

Base Pressure at C = #NAME?

Base Pressure at B = #NAME?

Base Pressure at A = #NAME?

(i) With EarthquakeVertical Seismic Downwards

Vertical Load , P = #NAME?


Resultant of P from D = #NAME?

Net Moment M=(Mr-Mo) = #NAME?

e1 = (M/P) = #NAME?

e = (h5/2-e1) = #NAME?


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a) Bending Moment and Shear stress Calculations

* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

Component Load Deduction(KN)

Heel Slab(with EQ) 244.02 359.92

282.65 359.92

347.56 100.00

Load due to earth bottom pressure(KN)

Heel Slab(without EQ)

Toe Slab(with EQ)(at haunch face)

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238.22 100.00

396.58 112.50

283.98 112.50Stem

Depr SLW1SLW2SLW3SLW4SeprTotal for stem =

b) DesignCase-1 : without water condition

Grade of concrete used

Grade of Steel used

Reinforcement for stem earth side

Mu = Factored moment(Factor of 1.5 for static case and 1.5 for earthquake case considered)

Fu = Factored Shear Force(Factor of 1.5 for static case and 1.5 for earthquake case considered)

dr = Depth Required

dp = Effective depth provided

Moment(Mu) shear(Fu)

(kN-m) (kN)

Without EQ 480.47 180.09With EQ 959.05 295.01

ProvideT20

Toe Slab(without EQ)(at haunch

face)

Toe slab(with EQ)(at wall face)

Toe slab(without EQ)(at wall face)

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Grade of Steel used

Reinforcement for Toe



dr = Depth Required



(kN-m) (kN)

416.88 194.86

902.33 322.81

300.96 150.78

703.04 270.06Provide

T20


Grade of Steel used

Reinforcement for Heel

Mu = Factored moment(Factor of 1.5 for static case and 1.5for earthquake case considered)


dr = Depth Required



(kN-m) (kN)


ProvideT12

Without EQ(at wall face)

With EQ(at wall face)

Without EQ(at haunch face)

With EQ(at haunch face)

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Unit Wt. Of Concrete = 25.00 KN/m2Unit Wt. Of Soil = 22.00 KN/m2Unit Wt. Of Water = 10.00 KN/m2

h1 = 0.50 mh2 = 2.20 mh3 = 1.25 mh4 = 4.50 mh5 = 7.95 mh6 = 0.75 mh7 = 0.50 mhs = 6.30 mhw = 6.30 mv1 = 6.30 mv2 = 1.00 mv3 = 0.50 m

Angle of Internal Friction (Backfill)= 30 DegØ Rock (Base Slab/rock interface) = 42DegBearing Capacity = 407.00 KN/m3

0.90C= 4.9 KN/m2

Horizontal Seimic Coefficient.

Angle of internal friction of soil

Angle which earth face of the wall makes with the vertical

Angle of friction between the wall and earthfill(wall friction angle,should be taken 2/3 of of Φ IRC-78pp79)factor which is a function of geometry

Vertical seismic coefficient equal to 2αh/3

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X 1.001 + sin (Ф + δ) sin (Φ - ζ - λ)

cos (α - ζ) cos (δ + α + λ)

X 1.001 + sin (Ф + δ) sin (Φ - ζ - λ)

cos (α - ζ) cos (δ + α )( Ref. fig. 5 of earthquake report for 0.2 sec natural period)( Ref. clause 5.4.3 of earthquake report)

degrees

or 9.81 degrees

degreesdegreesdegrees

TOTAL

= 1.04

= 0.85

= 0.78

sin (Ф + δ) sin (Φ - ζ - λ) = 0.26

cos (α - ζ) cos (δ + α + λ) = 0.80

Total Ca = 0.54

= 0.35

= 0.19

56.11

= 315.91 KN

) * cos2 (Φ - λ - α)

α * cos(δ + α + λ)

(1 + αv) * cos2 (Φ - λ - α)

(1 - αv) * cos2 (Φ - λ - α)


Castatic

γe*(hs+v2)*Ca

static KN/m2

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= 204.79 KNacting at a distance 1/3 of height from Bottom of base

= 111.11 KNacting at a distance 1/2 of height from Bottom of Base

Seismic Load (KN)12.219.15

30.810.48

52.65


20.540.32

35.10

Seismic Load (KN)5.37

31.5136.88

Lever Arm Moment about D4.75 374.065.25 310.083.98 790.034.33 13.545.50 285.866.85 2088.70Total 3862.28

5.54 m3862.28 KN-m

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498.33 KN-m

7.75 > 1.40 SAFE

Lever Arm Moment about D2.43 498.333.65 405.564.15 50.663.10 28.380.50 15.401.17 0.574.75 38.655.25 32.043.98 81.644.33 1.405.50 29.546.85 215.83Total 1398.00

Total Overturning Moment = 1398.00 KN-m

3862.28 KN-m

2.76 > 1.40 SAFE

Sliding Force,Fs = 368.56 KN= 601.35 KN= 1.63

> 1.4 SAFE


> 1.4 SAFE

KN

Resisiting Force = mR+CAFOS = R/Fs

Resisiting Force = mRFOS = R/Fs

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KN/m2

mKN-mmm

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

Vertical Seismic Downwards Vertical Seismic Upwards

KN

KN/m2

m

KN-m

m

m

KN/m2

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KN/m2

KN/m2

KN/m2

KN/m2

* Lever arm distance is the distance of CG of load to the point about which moment is considered

Net Load(KN)

-115.90

-77.27

247.56

Point about which mom. Is taken

Lever arm distance(m)

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138.22

284.08

171.48

82.95 About E 3.1512.21 About E 3.159.15 About E 2.100.00 About E -0.500.48 About E 0.17

152.53 About E 2.10257.33

M 25Fe 500

(mm) (mm)

373.1839315914 1159.00 0.113 0.29 0.358527.2433408374 1159.00 0.186 0.308 0.714

@ 150 c/c

2094.40

dr

dp

τv

τc M

u/bd2

N/mm2 N/mm2

* Enhanced Shear Stress as per Cl. 40.5 of IS:456)

mm2

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M 25Fe 500

(mm) (mm)

347.6123212486 1659 0.2143668 0.29 0.1515

511.4151078922 1659 0.3551237 0.29 0.3278

295.3572546584 909 0.1658714 0.29 0.3642

451.4212410183 909 0.297092 0.334 0.8509

@ 150 c/c

2094.40

M 25Fe 500

(mm) (mm)

177.408169048 1159 0.0504125 0.29 0.0808231.3423231659 1159.00 0.0756139 0.29 0.1375

@ 150 c/c

753.98

dr

dp

τv

τc M

u/bd2

N/mm2 N/mm2

mm2

dr

dp

τv

τc Mu/bd2

N/mm2 N/mm2

mm2

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( FOR PHYLLITES )

( FOR PHYLLITES )

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sin (Ф + δ) sin (Φ - ζ - λ)cos (α - ζ) cos (δ + α + λ)

sin (Ф + δ) sin (Φ - ζ - λ)cos (α - ζ) cos (δ + α )

( Ref. fig. 5 of earthquake report for 0.2 sec natural period)

STATIC

0.84

0.84

0.88

0.38

0.89

1/2

1/2

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acting at a distance 1/3 of height from Bottom of base

acting at a distance 1/2 of height from Bottom of Base

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Vertical Seismic Upwards

#NAME? KN

KN/m2

m

KN-m

m

#NAME? m

#NAME? KN/m2

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#NAME? KN/m2

#NAME? KN/m2

#NAME? KN/m2

#NAME? KN/m2

#NAME?

#NAME?

#NAME?

Moment(KNm)

Shear Stress(N/

mm2)

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#NAME?

#NAME?

#NAME?

261.3038.4519.220.000.08

320.31639.37

pt%

0.084 973.560.17 1970.3

main Astr

mm2

* Enhanced Shear Stress as per Cl. 40.5 of

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pt%

0.06 995.4

0.077 1277.43

0.085 772.65

0.204 1854.36

pt%

0.06 695.40.06 695.4

main Astr

mm2

main Astr

mm2

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Case 2 :- Water Inside, No fill

Loads


Load Value (KN)W1 78.75W2 59.06W3 198.75W4 3.13W7 283.50

Total 623.19

(II)Water pressure(Static & Dynamic)(Ref. Clause 7.2 of IS:1893-1984 for Hydrodynamic pressure)

= Horizontal Seimic Coefficient.=

F = Angle of friction between the wall and earthfillSa/g = 3.00αh = 0.16

The Hydrodynamic Pressure

αh

αv


Natural period of vibration ,T = F x h2/b

whCp hS

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The Coefficient varies with shape and depth

w = 9.80

h = 6.30 m

0.75 for vertical face of wall

0.16

0.10

Element Height Depth from surface, y

6.30 6.30 0.75

Maximum static Water pressure =

Hydrodynamic pressure at base

Load due to static water pressure(Swpr) =



Total



Total

(iv) Vertical Seismic Load of Water

Load Corres. Weight(KN)

KN/m3

Cm =

αh =

αv =

Cs

Load due to Hydrodynamic pressure(Dwpr) =

whCp hS

h

y

h

y

h

y

h

yCC mS 22

2

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SVW5 283.50Total



Resisting Moment Due to WeightLoad ValueW1 78.75W2 59.06W3 198.75W4 3.13W7 283.50

623.19

Resultant of Load from A =Resisting Moment =

Overturning Moment Due to Static water Pressure =

FOS , Mr/Mo =

(i) With Earthquake

Overturning MomentsLoad ValueSwpr 194.48Dwpr 30.14SLW1 12.21SLW2 9.15SLW3 30.81SLW4 0.48SVW1 8.14SVW2 6.10SVW3 20.54SVW4 0.32SVW5 29.30


Resisting Moment =

FOS , Mr/Mo =



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Vertical Load , P = 623.19Direct Pressure (P/A) = 78.39Resultant of Load from A = 4.52Net Moment M=(Mr-Mo) = 2405.58e1 = (M/P) = 3.86e = (h5/2-e1) = 0.11Base Pressure at A = 85.18Base Pressure at B = 81.42Base Pressure at C = 79.29Base Pressure at G = 78.43Base Pressure at D = 71.59



a) Bending Moment and Shear stress Calculations* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

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350.68 396.00

339.47 396.00

306.76 352.00

300.05 352.00

Toe slab(with EQ) 221.66 55.00

183.27 55.00Stem

Dwpr SLW1SLW2

Reinforcement for stSLW3SLW4SwprTotal for stem =



Grade of Steel used

Reinforcement for stem water side



dr = Depth Required



(kN-m) (kN)



Heel Slab(with EQ)(Wall Face)

Heel Slab(without EQ)(Wall Face)

Heel Slab(with EQ)(Haunch Face)

Heel Slab(without EQ)(Haunch Face)

Toe slab(without EQ)

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ProvideT20


Grade of Steel used




dr = Depth Required



(kN-m) (kN)


ProvideT16


Grade of Steel used




dr = Depth Required



(kN-m) (kN)

210.25 84.79

With EQ(Wall Face) 209.46 67.98

175.43 67.87

169.54 77.93Provide

T16

Without EQ(Wall Face)

With EQ(Haunch Face Face)

With EQ(Haunch Face)

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Unit Wt. Of Concrete = 25.00Unit Wt. Of Soil = 22.00Unit Wt. Of Water = 10.00

h1 = 0.50h2 = 2.20h3 = 1.25h4 = 4.50h5 = 7.95h6 = 0.75h7 = 0.50hs = 6.30hw = 6.30v1 = 6.30v2 = 1.00v3 = 0.50

Angle of Internal Friction (Backfill) = 30Ø Rock (Base Slab/rock interface) = 42Bearing Capacity = 407.00

0.90C= 4.9


(Ref. Note below clause 5.3.2 of IS 12720:1993)Angle of friction between the wall and earthfill (Ref. Note below clause 5.3.2 of IS 12720:1993)

( Ref. fig. 5 of earthquake report for 0.2 sec natural period)( Ref. clause 5.4.3 of earthquake report)


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Coefficient Calculated from Fig:10

of IS:1893-1984

y Depth of water from surface

7.18

= 61.74

= 7.18

0.5 x61.74 x 6.30 = 194.48acting at a distance 1/3 of height from Top of Base

2/3 x 7.18 x 6.30 = 30.14acting at a distance 0.4h of height from Top of Base


30.810.48

52.65


20.540.32

35.10

Seismic Load (KN)

Cm

p(KN/m2)

γw*h

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29.3029.30

Lever Arm Moment about A3.20 252.002.45 144.703.98 790.033.62 11.305.70 1615.95Total 2813.99

4.52 m2813.99 KN-m

408.41 KN-m

6.89 > 1.40 SAFE

Lever Arm Moment about A2.10 408.412.52 75.964.15 50.663.10 28.380.50 15.401.17 0.573.20 26.042.45 14.953.98 81.643.62 1.175.70 166.98Total 870.16


2813.99 KN-m

3.23 > 1.40 SAFE

Sliding Force,Fs = 277.28

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= 503.14= 1.81

> 1.4 SAFE

Sliding Force,Fs = 194.48= 561.12= 2.89

> 1.4 SAFE

KNKN/m2mKN-mmmKN/m2KN/m2KN/m2KN/m2KN/m2

Vertical Seismic DownwardsKNKN/m2mKN-mmmKN/m2KN/m2KN/m2KN/m2KN/m2




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Net Load(KN) Lever arm distance(m)

-45.32

-56.53

-45.24

-51.95

166.66

128.27

30.76 About F 2.5212.21 About F 3.159.15 About F 2.100.00 About F -0.500.48 About F 0.17

198.45 About F 2.10251.06

M 25Fe 500

(mm) (mm)

425.6682725561 1159 0.1474593 0.29489.9045294823 1159 0.1865477 0.29


dr

dp

τv

τc

N/mm2 N/mm2

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@ 150 c/c

2094.40

M 25Fe 500

(mm) (mm)

249.0095819241 909 0.1066985 0.29285.6924701424 909.00 0.1386316 0.29

@ 150 c/c

1340.41

M 25Fe 500

(mm) (mm)

246.86327939 1409 0.0601757 0.29

246.4027064478 1409 0.0482443 0.29

225.4954034885 909 0.0746601 0.29

221.6810887216 909 0.0857332 0.29

@ 150 c/c

mm2

dr

dp

τv

τc

N/mm2 N/mm2

mm2

dr

dp

τv

τc

N/mm2 N/mm2

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1340.41 mm2

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KN/m2KN/m2KN/m2mmmmmmmmmmmmDegDeg ( FOR PHYLLITES )KN/m3

KN/m2 ( FOR PHYLLITES)

(Ref. Note below clause 5.3.2 of IS 12720:1993)(Ref. Note below clause 5.3.2 of IS 12720:1993)( Ref. fig. 5 of earthquake report for 0.2 sec natural period)

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KNacting at a distance 1/3 of height from Top of Base

KNacting at a distance 0.4h of height from Top of Base

KN/m2

KN/m2

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KN

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KN

> 1.4 SAFE

KNKN

> 1.4 SAFE

Vertical Seismic Upwards558.79 KN

70.29 KN/m24.52 m

1943.83 KN-m3.48 m0.50 m

96.62 KN/m282.05 KN/m273.77 KN/m270.45 KN/m243.96 KN/m2

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Lever arm distance(m) Moment(KNm)

139.64

140.17

116.95

113.03

187.73

142.61

2.52 77.513.15 38.452.10 19.22-0.50 0.000.17 0.082.10 416.75

552.01

pt%

0.4653661445 0.109 1263.310.6164177455 0.146 1692.14

Shear Stress(N/

mm2)

Mu/bd2 main A

str

mm2

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pt%

0.2589 0.06 545.40.3407916276 0.08 727.2

pt%

0.1059034472 0.06 845.4

0.1055086476 0.06 845.40

0.2123081744 0.06 545.4

0.2051864228 0.06 545.4

Mu/bd2 main Astr

mm2

Mu/bd2 main Astr

mm2

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Case 1 :- Only Soil , No water Condition

Loads


Load Value (KN)

W1 #NAME?W2 #NAME?W3 #NAME?W4 #NAME?W5 #NAME?W6 #NAME?

Total 2108.45

(ii) Earth pressure(Static & Dynamic)= Horizontal Seimic Coefficient.=

Φ = Angle of internal friction of soilλ =

= Angle which earth face of the wall makes with the vertical

ζ = Slope of earth fillδ = Angle of friction between the wall and earthfill

(wall friction angle,should be taken 2/3 of of Φ IRC-78pp79)F = factor which is a function of geometry

αh

αv


tan-1[(αh)/(1±α

v)]

α

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b = Thickness of wall

Ca=

Putting αh = 0, αv = 0 and λ =0

Ca'=

Sa/g = 3.00αh = 0.16Φ = 30.00αv = 2αh/3 = 0.10

8.00

α = 8.98δ = 20.00ζ = 0.00

Calculation of Active Coefficients

Maximum static earth pressure at EL 593 =

Load Due to Total Earth Pressure =

(1 ± αv) * cos2 (Φ - λ - α)


(1 ) * cos2 (Φ -α)1 * cos2α * cos(δ + α)

(1 ± αv) * cos2 (Φ - λ - α)

Coefficient for dynamic earth pressure increment,Cadynamic = Ca - Ca'

v

h

1

tan 1

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Load due to static earth pressure(Sepr) =

Load due to dynamic earth pressure(Depr) =



Total



Total

(iv) Vertical Seismic Load of Soil

Load Corres. Weight(KN)SVW5 213.29SVW6 877.54

Total



Resisting Moment Due to WeightLoad ValueW1 207.75W2 242.38W3 564.38W4 3.13W5 213.29W6 877.54

2108.45

Resultant of Load from D =

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Resisting Moment =

Overturning Moment Due to Static Earth pressure =

FOS , Mr/Mo =

(i) With Earthquake

Overturning Moments

Load ValueSepr 666.12Depr 353.52SLW1 32.20SLW2 37.57SLW3 87.48SLW4 0.48SVW1 21.47SVW2 25.05SVW3 58.32SVW4 0.32SVW5 22.04SVW6 90.68


Resisting Moment =

FOS , Mr/Mo =




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Vertical Load , P = 2108.45Direct Pressure (P/A) = #NAME?

Resultant of P from D = 8.88Net Moment M=(Mr-Mo) = #NAME?e1 = (M/P) = #NAME?e = (h5/2-e1) = #NAME?






(i) With Earthquake

Vertical Seismic Downwards

Vertical Load , P = #NAME?


Resultant of P from D = #NAME?

Net Moment M=(Mr-Mo) = #NAME?

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e1 = (M/P) = #NAME?

e = (h5/2-e1) = #NAME?






a) Bending Moment and Shear stress Calculations

* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete


Heel Slab(with EQ) 651.01 1035.04

801.24 1035.04


Heel Slab(without EQ)

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1133.88 275.63

765.38 275.63

1224.05 297.50

847.74 297.50Stem

Depr SLW1SLW2SLW3SLW4SeprTotal for stem =



Grade of Steel used

Reinforcement for stem earth side



dr = Depth Required



(kN-m) (kN)


Provide T25T25

Toe Slab(with EQ)(at haunch face)

Toe Slab(without EQ)(at haunch

face)

Toe slab(with EQ)(at wall face)

Toe slab(without EQ)(at wall face)

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Grade of Steel used




dr = Depth Required



(kN-m) (kN)

2306.53 601.91

4721.17 1013.55

1916.73 519.96

4051.87 911.18Provide T32

T25


Grade of Steel used


Mu = Factored moment(Factor of 1.5 for static case and 1.5for earthquake case considered)


dr = Depth Required



(kN-m) (kN)


Provide T20

Without EQ(at wall face)

With EQ(at wall face)

Without EQ(at haunch face)

With EQ(at haunch face)

RW-2(Only Earth)

54 of 98

Unit Wt. Of Concrete = 25.00 KN/m2Unit Wt. Of Soil = 22.00 KN/m2Unit Wt. Of Water = 10.00 KN/m2

h1 = 0.75 mh2 = 3.60 mh3 = 2.50 mh4 = 6.80 mh5 = 12.90 mh6 = 1.75 mh7 = 0.50 mhs = 11.08 mhw = 11.08 mv1 = 11.08 mv2 = 1.75 mv3 = 0.50 m

Angle of Internal Friction (Backfill) = 30 DegØ Rock (Base Slab/rock interface) = 42DegBearing Capacity = 407.00 KN/m3

0.90C= 4.9 KN/m2


Angle of internal friction of soil

Angle which earth face of the wall makes with the vertical

Angle of friction between the wall and earthfill(wall friction angle,should be taken 2/3 of of Φ IRC-78pp79)factor which is a function of geometry


RW-2(Only Earth)

55 of 98

X 1.001 + sin (Ф + δ) sin (Φ - ζ - λ)

cos (α - ζ) cos (δ + α + λ)

X 1.001 + sin (Ф + δ) sin (Φ - ζ - λ)

cos (α - ζ) cos (δ + α )( Ref. fig. 5 of earthquake report for 0.2 sec natural period)( Ref. clause 5.4.3 of earthquake report)

degrees

or 9.81 degrees

degreesdegreesdegrees

TOTAL

= 1.06

= 0.86

= 0.75

sin (Ф + δ) sin (Φ - ζ - λ) = 0.26

cos (α - ζ) cos (δ + α + λ) = 0.77

Total Ca = 0.56

= 0.37

= 0.20

103.84

= 1019.64 KN

) * cos2 (Φ - λ - α)

α * cos(δ + α + λ)

(1 + αv) * cos2 (Φ - λ - α)

(1 - αv) * cos2 (Φ - λ - α)


Castatic

γe*(hs+v2)*Ca

static KN/m2

RW-2(Only Earth)

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= 666.12 KNacting at a distance 1/3 of height from Bottom Of Base= 353.52 KNacting at a distance 1/2 of height from Bottom of Base

Seismic Load (KN)32.2037.5787.480.48

157.73

Seismic Load (KN)21.4725.0558.320.32

105.15


112.72

Lever Arm Moment about D7.18 1490.618.13 1971.326.45 3640.226.63 20.738.72 1859.18

11.10 9740.65Total 18722.70

8.88 m

RW-2(Only Earth)

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18722.70 KN-m

2848.77 KN-m

6.57 > 1.40 SAFE

Lever Arm Moment about D4.28 2848.776.42 2267.857.29 234.755.44 204.500.88 76.541.92 0.937.18 154.038.13 203.706.45 376.166.63 2.148.72 192.12

11.10 1006.53Total 7568.02


18722.70 KN-m

2.47 > 1.40 SAFE


> 1.4 SAFE


> 1.4 SAFE



RW-2(Only Earth)

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KNKN/m2

mKN-mmm

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

Vertical Seismic Downwards Vertical Seismic Upwards

KN

KN/m2

m

KN-m

RW-2(Only Earth)

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m

m

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2


Net Load(KN)

-384.03

-233.80


Lever arm distance(m)

RW-2(Only Earth)

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858.25

489.76

926.55

550.24

270.09 About E 5.5432.20 About E 5.5437.57 About E 3.690.00 About E -0.880.48 About E 0.17

496.80 About E 3.69837.14

M 25Fe 500

(mm) (mm)

893.1707679309 2909.00 0.359 0.29 0.3251259.4578532186 2909.00 0.595 0.294 0.647

+@ 200 c/c

4908.74

dr

dp

τv

τc M

u/bd2

N/mm2 N/mm2

* Enhanced Shear Stress as per Cl. 40.5 of IS:456)

mm2

RW-2(Only Earth)

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M 25Fe 500

(mm) (mm)

817.6544733169 2159 0.3628145 0.29 0.4948

1169.8093559277 2159 0.6109392 0.362 1.0128

745.3674788664 1659 0.3134185 0.304 0.6964

1083.7225801556 1659 0.5492317 0.429 1.4722

@ 200 c/c

6475.61

M 25Fe 500

(mm) (mm)

401.8464864338 1659 0.103288 0.29 0.2024548.0528133765 1659 0.1696568 0.29 0.3765

@ 200 c/c

1570.80

dr

dp

τv

τc Mu/bd2

N/mm2 N/mm2

mm2

dr

dp

τv

τc M

u/bd2

N/mm2 N/mm2

mm2

RW-2(Only Earth)

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( FOR PHYLLITES )

( FOR PHYLLITES )

RW-2(Only Earth)

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sin (Ф + δ) sin (Φ - ζ - λ)cos (α - ζ) cos (δ + α + λ)

sin (Ф + δ) sin (Φ - ζ - λ)cos (α - ζ) cos (δ + α )

( Ref. fig. 5 of earthquake report for 0.2 sec natural period)

STATIC

0.87

0.87

0.85

0.38

0.86

1/2

1/2

RW-2(Only Earth)

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acting at a distance 1/3 of height from Bottom Of Base

acting at a distance 1/2 of height from Bottom of Base

RW-2(Only Earth)

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RW-2(Only Earth)

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Vertical Seismic Upwards

#NAME? KN

#NAME? KN/m2

#NAME? m

#NAME? KN-m

RW-2(Only Earth)

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#NAME? m

#NAME? m

#NAME? KN/m2

#NAME? KN/m2

#NAME? KN/m2

#NAME? KN/m2

#NAME? KN/m2

#NAME?

#NAME?

Moment(KNm)

Shear Stress(N/

mm2)

RW-2(Only Earth)

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#NAME?

#NAME?

#NAME?

#NAME?

1496.28178.39138.75

0.000.08

1834.833648.34

pt%

0.076 2210.840.153 4450.77

main Astr

mm2

* Enhanced Shear Stress as per Cl. 40.5 of

RW-2(Only Earth)

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pt%

0.117 2526.03

0.245 5289.55

0.166 2753.94

0.365 6055.35

pt%

0.06 995.40.088 1459.92

main Astr

mm2

main Astr

mm2

RW-2(Only Water )

70 of 98


Case 2 :- Water Inside, No fill

Loads


Load Value (KN)W1 207.75W2 242.38W3 564.38W4 3.13W7 753.44

Total 1771.07

(II)Water pressure(Static & Dynamic)(Ref. Clause 7.2 of IS:1893-1984 for Hydrodynamic pressure)

= Horizontal Seimic Coefficient.=

F = Angle of friction between the wall and earthfillSa/g = 3.00αh = 0.16

The Hydrodynamic Pressure

αh

αv


Natural period of vibration ,T = F x h2/b

whCp hS

RW-2(Only Water )

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The Coefficient varies with shape and depth

w = 9.80

h = 11.08 m

0.75 for vertical face of wall

0.16

0.10

Element Height Depth from surface, y

11.08 11.08 0.75

Maximum static Water pressure =

Hydrodynamic pressure at base

Load due to static water pressure(Swpr) =



Total



Total

(iv) Vertical Seismic Load of Water

KN/m3

Cm =

αh =

αv =

Cs

Load due to Hydrodynamic pressure(Dwpr) =

whCp hS

h

y

h

y

h

y

h

yCC mS 22

2

RW-2(Only Water )

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Load Corres. Weight(KN)SVW5 753.44

Total



Resisting Moment Due to WeightLoad ValueW1 207.75W2 242.38W3 564.38W4 3.13W7 753.44

1771.07

Resultant of Load from A =Resisting Moment =

Overturning Moment Due to Static water Pressure =

FOS , Mr/Mo =

(i) With Earthquake

Overturning MomentsLoad ValueSwpr 601.56Dwpr 93.24SLW1 32.20SLW2 37.57SLW3 87.48SLW4 0.48SVW1 21.47SVW2 25.05SVW3 58.32SVW4 0.32SVW5 77.86


Resisting Moment =

FOS , Mr/Mo =



RW-2(Only Water )

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a) Bending Moment and Shear stress Calculations* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered

RW-2(Only Water )

74 of 98

* Shear stress calculated at a distance d from face of concrete


868.99 1050.94

861.20 1050.94

792.87 973.67

792.38 973.67

Toe slab(with EQ) 675.32 157.50

552.67 157.50Stem

Dwpr SLW1SLW2

Reinforcement for stSLW3SLW4SwprTotal for stem =



Grade of Steel used

Reinforcement for stem water side



dr = Depth Required



(kN-m) (kN)

Without EQ 3400.63 705.44


Heel Slab(with EQ)(Wall Face)

Heel Slab(without EQ)(Wall Face)

Heel Slab(with EQ)(Haunch Face)

Heel Slab(without EQ)(Haunch Face)

Toe slab(without EQ)

RW-2(Only Water )

75 of 98

With EQ 4508.99 895.52Provide T25

T25


Grade of Steel used




dr = Depth Required



(kN-m) (kN)


ProvideT25


Grade of Steel used




dr = Depth Required



(kN-m) (kN)

1104.83 284.61

With EQ(Wall Face) 1233.15 272.92

1097.00 271.20

965.65 271.92Provide

Without EQ(Wall Face)

With EQ(Haunch Face Face)

With EQ(Haunch Face)

RW-2(Only Water )

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T20

RW-2(Only Water )

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Unit Wt. Of Concrete = 25.00Unit Wt. Of Soil = 22.00Unit Wt. Of Water = 10.00

h1 = 0.75h2 = 3.60h3 = 2.50h4 = 6.80h5 = 12.90h6 = 1.75h7 = 0.50hs = 11.08hw = 11.08v1 = 11.08v2 = 1.75v3 = 0.50

Angle of Internal Friction (Backfill) = 30Ø Rock (Base Slab/rock interface) = 42Bearing Capacity = 407.00

0.90C= 4.9


(Ref. Note below clause 5.3.2 of IS 12720:1993)Angle of friction between the wall and earthfill (Ref. Note below clause 5.3.2 of IS 12720:1993)

( Ref. fig. 5 of earthquake report for 0.2 sec natural period)( Ref. clause 5.4.3 of earthquake report)


RW-2(Only Water )

78 of 98


of IS:1893-1984

y Depth of water from surface

12.62

= 108.58

= 12.62

0.5 x108.58 x 11.08 = 601.56acting at a distance 1/3 of height from Top of Base

2/3 x 12.62 x 11.08 = 93.24acting at a distance 0.4h of height from Top of Base

Seismic Load (KN)32.2037.5787.480.48

157.73

Seismic Load (KN)21.4725.0558.320.32

105.15

Cm

p(KN/m2)

γw*h

RW-2(Only Water )

79 of 98


Lever Arm Moment about A5.73 1189.374.18 1013.946.45 3640.226.27 19.589.50 7157.68Total 13020.79

7.35 m13020.79 KN-m

2221.74 KN-m

5.86 > 1.40 SAFE

Lever Arm Moment about A3.69 2221.744.43 413.247.29 234.755.44 204.500.88 76.541.92 0.935.73 122.904.18 104.776.45 376.166.27 2.029.50 739.63Total 4497.18


13020.79 KN-m

2.90 > 1.40 SAFE

RW-2(Only Water )

80 of 98

Sliding Force,Fs = 852.53= 1429.89= 1.68

> 1.4 SAFE

Sliding Force,Fs = 601.56= 1594.67= 2.65

> 1.4 SAFE

KNKN/m2mKN-mmmKN/m2KN/m2KN/m2KN/m2KN/m2

Vertical Seismic DownwardsKNKN/m2mKN-mmmKN/m2KN/m2KN/m2KN/m2KN/m2




RW-2(Only Water )

81 of 98

Net Load(KN) Lever arm distance(m)

-181.95

-189.74

-180.80

-181.28

517.82

395.17

95.14 About F 4.4332.20 About F 5.5437.57 About F 3.690.00 About F -0.880.48 About F 0.17

613.83 About F 3.69779.23

M 25Fe 500

(mm) (mm)

992.8190400958 2409 0.4439496 0.29


dr

dp

τv

τc

N/mm2 N/mm2

RW-2(Only Water )

82 of 98

1143.2203712942 2409 0.5635723 0.32+

@ 200 c/c

4908.74

M 25Fe 500

(mm) (mm)

561.3960925309 1659 0.1745805 0.29646.822527034 1659 0.2287645 0.29

@ 200 c/c

2454.37

M 25Fe 500

(mm) (mm)

565.8989210797 2159 0.1318234 0.29

597.8590113244 2159 0.1264103 0.29

563.8894841996 1659 0.1634712 0.29

529.0533141395 1659 0.1639089 0.29

mm2

dr

dp

τv

τc

N/mm2 N/mm2

mm2

dr

dp

τv

τc

N/mm2 N/mm2

RW-2(Only Water )

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@ 200 c/c

1570.80 mm2

RW-2(Only Water )

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KN/m2KN/m2 (PHYLLITES BELOW EL 540, KN/m2 AS SHOWN INm GEOLOGICAL MAP)mmmmmmmmmmmDegDeg ( FOR PHYLLITES )KN/m3

KN/m2 ( FOR PHYLLITES )

(Ref. Note below clause 5.3.2 of IS 12720:1993)(Ref. Note below clause 5.3.2 of IS 12720:1993)( Ref. fig. 5 of earthquake report for 0.2 sec natural period)

RW-2(Only Water )

85 of 98


KNacting at a distance 1/3 of height from Top of Base

KNacting at a distance 0.4h of height from Top of Base

KN/m2

KN/m2

RW-2(Only Water )

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RW-2(Only Water )

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KNKN

> 1.4 SAFE

KNKN

> 1.4 SAFE

Vertical Seismic Upwards1588.05 KN

123.11 KN/m27.35 m

8523.60 KN-m5.37 m1.08 m

185.10 KN/m2150.50 KN/m2126.47 KN/m2121.66 KN/m2

61.11 KN/m2

RW-2(Only Water )

88 of 98

Lever arm distance(m) Moment(KNm)

822.10

736.56

731.33

643.76

962.27

724.88

4.43 421.685.54 178.393.69 138.75-0.88 0.000.17 0.083.69 2267.09

3005.99

pt%

0.5859839081 0.139 3348.51

Shear Stress(N/

mm2)

Mu/bd2 main A

str

mm2

RW-2(Only Water )

89 of 98

0.7769720646 0.186 4480.74

pt%

0.3951 0.093 1542.870.5244409514 0.124 2057.16

pt%

0.2370235739 0.06 1295.4

0.2645521952 0.06 1295.40

0.3985789092 0.093 1542.87

0.3508530058 0.082 1360.38

Mu/bd2 main A

str

mm2

Mu/bd2 main A

str

mm2

RW-2(Only Water )

90 of 98

Stem Reinf.-RW-2

91 of 98

Reinforcement Sheet For Stem RW-2

Bending Moment & Shear Force Calculations For different sectionsCase-1 : without water condition , only fill taken

a) Bending Moment and Shear stress Calculations(EL-528.920)* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

Component

StemDepr 270.09SLW1 32.20SLW2 37.57SLW4 0.48Sepr 496.80Total for stem = 837.14

b) Bending Moment and Shear stress Calculations(EL 532.92)* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

ComponentStem Depr 110.28

SLW1 20.58SLW2 15.34SLW4 0.00Sepr 202.84

Total for stem = 238.75

c) Bending Moment and Shear stress Calculations(EL 536.92)* -ve load indicates downward load* Deductions are due to selfweight and soil weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

Stem Reinf.-RW-2

92 of 98

ComponentStem Depr 20.87

SLW1 8.95SLW2 2.90SLW4 0.00Sepr 38.38Total for stem = 50.23

Grade of concrete used MGrade of Steel used Fe

Reinforcement for stem at earth side

Section Moment(Mu) shear

(kN-m) (kN) (mm) (mm)

EL- 528.92 5472.51 1255.70 1259.457853219 2909El-5232.92 1467.17 358.12 652.1244098306 1816El - 536.92 132.46 75.35 195.9444171621 1166

Provision of Main Reinforcement

Section ReinforcementProvided25 Φ @ 200 c/c

EL- 528.92 25 Φ @ 200 c/c 4906.25El-5232.92 25 Φ @ 200 c/c 2453.125El - 536.92 16 Φ @ 200 c/c 1005.309649149

Bending Moment & Shear Force Calculations For different sectionsCase-2 : Water Inside , No Earthfill

a) Bending Moment and Shear stress Calculations(EL-528.92)* -ve load indicates downward load* Deductions are due to selfweight and water weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

Component

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

dr dp

main Astp

mm2

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

Stem Reinf.-RW-2

93 of 98

Stem Dwpr 95.14SLW1 32.20SLW2 37.57SLW4 0.48Swpr 613.83Total for stem = 684.09

b) Bending Moment and Shear stress Calculations(EL-532.92)* -ve load indicates downward load* Deductions are due to selfweight and water weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

ComponentStem Dwpr 38.85

SLW1 20.58SLW2 15.36SLW3 0.00SLW4 0.00Swpr 250.63Total for stem = 286.57

c) Bending Moment and Shear stress Calculations(EL-536.92)* -ve load indicates downward load* Deductions are due to selfweight and water weight* Lever arm distance is the distance of CG of load to the point about which moment is considered* Shear stress calculated at a distance d from face of concrete

ComponentStem Dwpr 7.35

SLW1 8.95SLW2 2.90SLW4 0.00Swpr 47.43

Total for stem = 59.28

Grade of concrete used MGrade of Steel used Fe

Reinforcement for stem at water side

Section Moment(Mu) shear

(kN-m) (kN) (mm) (mm)

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

Load due to earth

bottom pressure(K

N)Load

Deduction(KN)Net

Load(KN)

dr

dp

Stem Reinf.-RW-2

94 of 98

EL- 528.92 4508.99 1026.13 1143.220371294 2909El-5232.92 1215.91 429.86 593.6647288774 1816El - 536.92 111.78 88.93 179.9963005095 1166

Dist. from Reinforcementsupport(m) Provided

EL- 528.92 2L- 25 Φ @ 200 c/c 4906.25El-5232.92 20 Φ @ 200 c/c 1570.00El - 536.92 16 Φ @ 200 c/c 1005.31

main Astp

mm2

Stem Reinf.-RW-2

95 of 98

Bending Moment & Shear Force Calculations For different sections


5.54 1496.2775.54 178.3953.69 138.7520.17 0.0813.69 1834.834

3648.338


3.54 390.3843.54 72.8402.36 36.1930.17 0.0002.36 478.695

978.112


Point about which mom. Is

takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)


takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)

Stem Reinf.-RW-2

96 of 98

1.54 32.1401.54 13.7851.03 2.9780.17 01.03 39.404

88.307

25500

pt%

0.4316617943 0.294 0.646694147 0.153 4450.770.1972046921 0.29 0.444885571 0.105 1906.80.0646212714 0.29 0.097428896 0.06 699.6

Bending Moment & Shear Force Calculations For different sections



takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)

τv τc Mu/bd2 main Astr

N/mm2 N/mm2 mm2


takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)

Stem Reinf.-RW-2

97 of 98

4.43 421.6785.54 178.3953.69 138.7520.17 0.0813.69 2267.086

3005.991


2.83 110.023.54 72.842.36 36.260.00 0.000.17 0.002.36 591.49

810.61


1.23 9.061.54 13.781.03 2.980.17 0.001.03 48.70

74.52

25500

pt%


takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)


takenLever arm

distance(m)Moment(

KNm)

Shear Stress(N/mm2)

τv

τc M

u/bd2 main A

str

N/mm2 N/mm2 mm2

Stem Reinf.-RW-2

98 of 98

0.3527427381 0.29 0.532833549 0.126 3665.340.2367058232 0.29 0.368697252 0.086 1561.760.0762651651 0.29 0.082214639 0.06 699.6

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