Design Of Random Rubble Masonry Retaining Wall 1l5y5f

ENTER VALUES H (B/H) B a b c t Steps  e  HKeybeam

3.90 0.80 3.10 0.75 0.75 0.60 0.30 5.00 30.00 0.15 -

VALUES IN THE AREAS HIGHLIGHT m m m m m m Nos o

m o

m

Unit Weight of Base Unit Weight of R/W Unit Weight of Soil Surcharge Load Bearing Capacity of Soil Friction coefficient

LIGHTED IN RED 24.00 22.00 18.00 10.00 200.00 0.60

kN/m3 kN/m3 kN/m3 kN/m2 kN/m2

CH RESTORING MOMENT 1. BASE 2. SUBSTRUCTURE 3. STEPS (SOIL) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4. SOIL FINAL LAYER 5. SOIL CREST 0.5 6. RETAINING WALL 1

2 3 4 5 6 7 8 9 10 11 12 13 14 7. RETAINING WALL CREST 8. SURCHARGE LOAD q 9. SIN COMPONENT OF INCLINED LOAD q Soil OVERTURNING MOMENT 1. COS COMPONENT OF INCLINED LOAD

q Soil

LOADS ASSISTING SLIDING 1. SURCHARGE COMPONENT 2. SOIL COMPONENT LOADS RESISTING SLIDING 1. ALL VERTICAL LOADS ACTING ON THE BASE COEFFICIENT

CONSIDERING IVE EARTH PRESSURE Kp Effective height Resistance from PEP Total Resistance CONSIDERING KEY BEAM Effective Height Resistance due to Key Beam Total Resistance

1. STRESS DUE TO VERTICAL LOADS TOTAL LOADS ACTING ON THE BASE AREA OF THE BASE STRESS 1 2. STRESS DUE TO BENDING MOMENT ECCENTRICITY OF VERTICAL LOADS MOMENT ABOUT CENTER LINE OF BASE C.O.A ECCENTRICITY RESULTANT BENDING MOMENT STRESS 2 DUE TO MOMENT MAXIMUM PRESSURE

CHECK FOR OVERTURNING Length

Height UW Weight 3.10 0.30 24 22.32 2.95 0.75 22 48.68 0.39 0.78 1.18 1.57 1.96 2.35 2.74 3.13 3.53 3.92 4.31 4.70 5.09 5.48

0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42

18 18 18 18 18 18 18 18 18 18 18 18 18 18

2.96 5.92 8.88 11.84 14.81 17.77 20.73 23.69 26.65 29.61 32.57 35.53 38.49 41.45

2.35

0.75

18

31.73

2.35

-

18

2.56

0.42

22

23.64

W 22.32 48.68 2.96 5.92 8.88 11.84 14.81 31.73 23.64

2.17 1.78 1.38 0.99 0.60 0.21 (0.18) (0.58) (0.97) (1.36) (1.75) (2.14) (2.53)

0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42

22 22 22 22 22 22 22 22 22 22 22 22 22

20.02 16.40 12.78 9.16 5.54 1.93 (1.69) (5.31) (8.93) (12.55) (16.17) (19.79) (23.41)

0.60

0.75

22

9.90

2.35

1.00

10

23.50

1.30

-

10

-

0.65

-

18

-

20.02 16.40 12.78 9.16 9.90 23.50 -

1.30

1.00

10

13.00

13.00

0.65

3.90

18

45.63

45.63

CHECK FOR SLIDING 13.00 45.63 58.63

-

262.54 0.35 90.95

-

SURE 3.00 1.05 29.77 120.71

90.95

-

CHECK FOR BEARING CAPACITY 262.54 3.10 84.69

422.42 1.29 0.26 69.19 43.20 127.89

Lever Arm Moment 1.55 34.60 1.63 79.10

M 34.60 79.10

2.90 2.71 2.51 2.32 2.12 1.93 1.73 1.53 1.34 1.14 0.95 0.75 0.55 0.36

8.60 16.04 22.32 27.44 31.40 34.20 35.84 36.32 35.64 33.80 30.81 26.65 21.33 14.85

8.60 16.04 22.32 27.44 31.40 -

1.93

61.07

61.07

2.32 1.43

33.78

33.78

1.23 1.04 0.84 0.65 0.45 0.25 0.06 (0.14) (0.33) (0.53) (0.73) (0.92) (1.12)

24.69 17.02 10.76 5.92 2.49 0.49 (0.10) 0.73 2.98 6.64 11.72 18.22 26.14

0.45

4.46

4.46

1.93

45.24

45.24

3.10

-

3.10

-

24.69 17.02 10.76 5.92 -

422.42

ING

1.95

25.35

25.35

1.30

59.32

59.32 84.67

CAPACITY

OVERTURN FOS SLIDING FOS NONE

1.5512

ALL COMBINED

2.06

VERTURNING 4.99 SLIDING FOS WITH IVE EARTH PRESSURE

2.06 ALL COMBINED 2.06

WITH KEY BEAM

1.55

ECCENTRICIT OK? YES BEARING OK? YES

RICITY YES NG YES

STEPS x y

5 0.39167 0.42

Nos m m

b t



c a

x y

B

Rubble Quantity Base

140.58 6.39 0.93

9,350.00 18000

with other costs

59,746.50 16,740.00 76,486.50 99,432.45