Earth Retaining Wall Design

7/31/2019 Earth Retaining Wall Design

1/30

Location :

Top wall level = m

- u u River bed level = mGround water level = mRiver water level = m

Foundation level = m

Dimension (unit

H = m B = m L =

a

b11 = m b12 = m b13 =

b21 = m b22 = m b23 =

h1 = m h31 = m h32 =

h4 = m hw1 = m hw2 =

q = t/m2 Kh =Backfill soil c = t/m w =

soil = t/m3

sat = t/m3

=o

(for stability ana

=o

=o

(for structural a

c = t/m2

=o

Foundation soil

s' = t/m3

Safety factor (normal) (se

B =o

Overturning |e|

Friction coefficient Reaction of foundation soil

= qmax >

Uplift coefficient Allowable stress

U = Compressive ca =Cover of bar Tensile sa =

Wall Shear a =

d back = cm Young's modulus ratio

d front = cm

Footing

d upper = cm

d lower = cm

0

0

0.50

11.50

7.50

7.50

1

0.00

2.00

5.71

79.00

69.5075.00

74.00

1

2.40

6

B/6=1.92

0

1.50

1.00

0.501

0.00

qa=qu/3 qae

1

0.50

2.00

Section of Retaining wall

7

7

7

30.0 B/3

0.00

601.001850

5.5

24

2

8

1.00

10.00

67.50

0.00

30.0

7

2.00

1.80

11.50

1.00

b12

H=h1

h31

b21 b23

q (t/m2)

h4

b11 b13

b22

h32

hw1

hw2

B

108393437.xls.ms_office-9/4/2012


2/30

STABILITY : D1 - Hulu

Normal Condition Seismic Condition

a) Stability against overturning a) Stability against overturning

|e| = m < B/6 = m OK! |e| = m < B/3 = m OK!

b) Stability against sliding b) Stability against sliding

Fs = > OK! Fs = > OK!

c) Reaction of foundation soil c) Reaction of foundation soil

q1 = t/m2

< qa = t/m2

OK! q1 = t/m2

< qae = t/m2

OK!

q2 = t/m2

< qa = t/m2

OK! q2 = t/m2

< qae = t/m2

OK!

73.00

3.330.69 1.67 1.09

2.02 2.00 1.26 1.25

26.72 48.67 29.93

73.0016.46 48.67 12.40

108393437.xls.ms_office-9/4/2012


3/30

Stressing of Reinforcement and Concrete

Name of Structure :Location :

Normal Condition Allowable compressive stress ( ca) = kg/cm

Allowable tensile stress ( sa) = kg/cm

Allowable shearing stress ( a) = kg/cm

Young's modulus ratio =

Item

b (cm)

h (cm)

d1 (cm) back back

d2 (cm) front front

d (cm)

M (ton m)

S (ton)

Bar size and spacing (mm)

Bar (As1) D 25 - D 25 - D 16 -

Bar (As2) D 16 - D 16 - D 16 -

Stress c OK! OK!

Stress s OK! OK!

Stress OK! OK!

Seismic Condition Allowable compressive stress ( ca) = kg/cm

Allowable tensile stress ( sa) = kg/cm

Allowable shearing stress ( a) = kg/cm

Young's modulus ratio =

Item

b (cm)h (cm)

d1 (cm)

d2 (cm)

d (cm)

M (ton m)

S (ton)

Bar size and spacing (mm)

Bar (As1) D 25 - D 25 - D 16 -

Bar (As2) D 16 - D 16 - D 16 -

Stress c OK! OK!

Stress s OK! OK!

Stress OK! OK!

13 62 11

583 2554 1204

Section of Retaining wall 250 125

200 100

7.0 7.0

8 46 26

11 162 13

90.0 150.0 150.0

83.0 143.0 143.0

7.0

250

100.0 100.0 100.0

16

Section A-A Section B-B

390 10801699


35 8

125

7

90

143.0

106

30

100

143.0

12

235

7.0

100.0

150.0

7.0

7.0

D1 - Hulu0

100.0

150.0

Section A-A

100.0

90.0

7.0

7.0

60

1850

Section B-B Sectio

7.0

0.61 2.11 1.62

5.5

24

200

83.0

7

2775

8.25

0.93 3.19 1.82

Sectio

7.0 7.0 7.0

D C

BB

A A

CD

D C

BB

A A

CD

108393437.xls.ms_office-9/4/2012


4/30

St

1. Design Data

1.1 Dimensions

B = 10.00 m H = 11.50 m

L = 1.00 m (unit length)

b11 = 1.00 m b21 = 7.50 m

b12 = 0.50 m b22 = 1.50 m

b13 = 0.00 m b23 = 1.00 m

h1 = 11.50 m h4 = 2.00 m

h31 = 1.00 m hw1 = 7.50 m

h32 = 0.50 m hw2 = 6.50 m

1.2 Parameters

q = 0.50 t/m2

(for normal condition)

= 0.00 t/m2

(for seismic condition) Section of Retaining Wall

gc = 2.40 t/m

gw = 1.00 t/m

Backfill soil Foundation soil Safety factor

gsoil = 1.80 t/m3 gs' = 1.00 t/m3 (=gsat-gw) Overturning

gsat = 2.00 t/m cB = 0.00 t/m normal |e| 1.25

a = 0.000o

(for stability analysis) Reaction of foundation soil

= 5.711o

(for structural analysis) normal qmax


5/30

Stability

(1) Vertical Load

No. Description W X W x X

1 1.00 x 7.50 x 2.40 18.000 6.250 112.50

2 1.50 x 1.50 x 2.40 5.400 1.750 9.45

3 1.00 x 1.00 x 2.40 2.400 0.500 1.20

4 0.50 x 0.50 x 7.50 x 2.40 4.500 5.000 22.50

5 0.50 x 0.50 x 1.00 x 2.40 0.600 0.333 0.20

6 0.50 x 10.00 x 1.00 x 2.40 12.000 2.167 26.00

7 10.00 x 0.50 x 2.40 12.000 1.250 15.00

8 0.50 x 10.00 x 0.00 x 2.40 0.000 1.000 0.009 0.50 x 10.00 x 1.00 x 1.80 9.000 2.167 19.50

10 7.50 x 4.00 x 1.80 54.000 6.250 337.50

11 7.50 x 6.00 x 2.00 90.000 6.250 562.50

12 0.50 x 7.50 x 0.50 x 2.00 3.750 7.500 28.13

q 0.50 x 8.50 4.250 5.750 24.44

T o t a l(1 to q) 215.900 1,158.92

Pu1 7.50 x 10.00 x 0.50 x -1.00 -37.500 6.667 -250.00

Pu2 6.50 x 10.00 x 0.50 x -1.00 -32.500 3.333 -108.33

Total ( 1 to Pu2) 145.900 800.58

(2) Horizontal Load

Coefficient of Active earth pressure

Ka =

(for stability analysis)

a = 0.000o

d = 0.000o

Cos2(f -a) = 0.750 Sin(f+d) = 0.500

Cos2a = 1.000 Sinf = 0.500

Cos(a+d) = 1.000 Cosa = 1.000

Ka = 0.333 for stability analysis

(for structural analysis)

a = 5.711o

d = 20.000o

Cos2

(f -a) = 0.831 Sin(f+d) = 0.766Cos

2a = 0.990 Sinf = 0.500

Cos(a+d) = 0.901 Cosa = 0.995

Ka' = 0.341 for structural analysis

Coefficient of Passive earth pressure

Kp =

a = 0.000o

d = 0.000o

Cos2(f+a) = 0.750 Sin(f+d) = 0.500

Cos2a = 1.000 Sinf = 0.500

Cos(a -d) = 1.000 Cosa = 1.000

Kp = 3.000

qa1 = Ka x q = 0.167 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 2.400 ton/m

qa3 = qa1 + qa2 = 2.567 ton/m

qa4 = Ka x hw1 x (gsat - gw) = 2.500 ton/m

qw 1 = hw1 x gw = 7.500 ton/m

qw 2 = hw2 x gw = 6.500 ton/m

qp1 = Kp x h4 x (gsat - gw) = 6.000 ton/m

2

Cos2(f -a)

Cos2a x Cos(a+d) x 1+Sin(f+d) x Sinf

Cos(a+d) x Cosa

2

Cos2(f+a)

Cos2a x Cos(a -d) x 1 -Sin(f+d) x Sinf

Cos(a -d) x Cosa

108393437 l ffi 9/4/2012


6/30

Stability6/

No. Description H Y H x Y

Pa1 0.167 x 4.00 0.667 9.500 6.33

Pa2 2.400 x 4.00 x 0.50 4.800 8.833 42.40

Pa3 2.567 x 7.50 19.250 3.750 72.19

Pa4 2.500 x 7.50 x 0.50 9.375 2.500 23.44

Pw1 7.500 x 7.50 x 0.50 28.125 2.500 70.31

Pw2 -6.500 x 6.50 x 0.50 -21.125 2.167 -45.77

Pp1 -6.000 x 2.00 x 0.50 -6.000 0.667 -4.00

T o t a l 35.092 164.90

(3) Stability Calculation

a) Stability against overturning

a) -1 Without Uplift

B = 10.00 m

S W x X - S H x Y 1,158.92 - 164.90

X = = = 4.604 m

S W 215.900

B 10.00

e = - X = - 4.604 = 0.396 m < B/6 = 1.667 m OK !

2 2

a) -2 With Uplift

B = 10.00 m

S W x X - S H x Y 800.58 - 164.90X = = = 4.357 m

S W 145.900

B 10.00

e = - X = - 4.357 = 0.643 m < B/6 = 1.667 m OK !

2 2

b) Stability against sliding

b)-1 Without Uplift

Sliding force : S H = 35.092 ton

Resistance : HR = m x S W = 0.50 x 215.900 = 107.950 ton

(friction coefficient : m = 0.50 )

HR 107.950

Fs = = = 3.076 > 2.00 OK !S H 35.092

b)-2 With Uplift




HR 72.950

Fs = = = 2.079 > 2.00 OK !S H 35.092

c) Reaction of foundation soilS W 6 x e

q1,2 = x (1 + )

B B

215.900 6 x 0.396

q1 = x (1 + ) = 26.720 t/m2

< qa = 48.667 t/m2

OK !

10.00 10.00

215.900 6 x 0.396

q2 = x (1 - ) = 16.460 t/m2

< qa = 48.667 t/m2

OK !

10.00 10.00

16.460 t/m2

- t/m2

26.720 t/m2

- t/m2

in case, e > 0 in case, e < 0

(applicable) (not applicable)

Reaction of Foundation Soil in Case 1

108393437.xls.ms_office-9/4/2012


7/30

Stab

2.2 Case 2 (Normal condition, without vertical live load)

1.00

q = 0.50 t/m2

0.50

0.00

11.50 10.00

0.50

7.50

2.00 6.50

1.00

7.50 1.50 1.00

Acting Load in Case 2

(1) Vertical Load

No. Description W X W x X

1 1.00 x 7.50 x 2.40 18.000 6.250 112.502 1.50 x 1.50 x 2.40 5.400 1.750 9.45

3 1.00 x 1.00 x 2.40 2.400 0.500 1.20

4 0.50 x 0.50 x 7.50 x 2.40 4.500 5.000 22.50

5 0.50 x 0.50 x 1.00 x 2.40 0.600 0.333 0.20

6 0.50 x 10.00 x 1.00 x 2.40 12.000 2.167 26.00

7 10.00 x 0.50 x 2.40 12.000 1.250 15.00

8 0.50 x 10.00 x 0.00 x 2.40 0.000 1.000 0.00

9 0.50 x 10.00 x 1.00 x 1.80 9.000 2.167 19.50

10 7.50 x 4.00 x 1.80 54.000 6.250 337.50

11 7.50 x 6.00 x 2.00 90.000 6.250 562.50

12 0.50 x 7.50 x 0.50 x 2.00 3.750 7.500 28.13

T o t a l (1 to 12) 211.650 1134.48

Pu1 7.50 x 10.00 x 0.50 x -1.00 -37.500 6.667 -250.00

Pu2 6.50 x 10.00 x 0.50 x -1.00 -32.500 3.333 -108.33

Total ( 1 to Pu2) 141.650 776.15

(2) Horizontal Load


Ka = 0.333 (for stability analysis)

Ka ' = 0.341 (for structural analysis)


Kp = 3.000

qa1 = Ka x q = 0.167 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 2.400 ton/m

qa3 = qa1 + qa2 = 2.567 ton/mqa4 = Ka x hw1 x (gsat - gw) = 2.500 ton/m

qw 1 = hw1 x gw = 7.500 ton/m

qw2 = hw2 x gw = 6.500 ton/m



Pa1 0.167 x 4.00 0.667 9.500 6.33

Pa2 2.400 x 4.00 x 0.50 4.800 8.833 42.40

Pa3 2.567 x 7.50 19.250 3.750 72.19

Pa4 2.500 x 7.50 x 0.50 9.375 2.500 23.44

Pw1 7.500 x 7.50 x 0.50 28.125 2.500 70.31

Pw2 -6.500 x 6.50 x 0.50 -21.125 2.167 -45.77

Pp1 -6.000 x 2.00 x 0.50 -6.000 0.667 -4.00

T o t a l 35.092 164.90

Pw1 Pa4

Pa2

Pa1

qa2

qa3qw1 qa4

Pa3

O

9

Pp1

qa1

qp1

7

1

10

12

2 3

5

6

8

4

11

Pw2

qw2qu2 Pu2qu1

Pu1


8/30

Stability8/


a) Stability against overturning

a)-1 Without Uplift

B = 10.00 m

S W x X - S H x Y 1,134.48 - 164.90

X = = = 4.581 m

S W 211.650

B 10.00

e = - X = - 4.581 = 0.419 m < B/6 = 1.667 m OK !

2 2

a)-2 With Uplift

B = 10.00 m

S W x X - S H x Y 776.15 - 164.90

X = = = 4.315 m

S W 141.650

B 10.00

e = - X = - 4.315 = 0.685 m < B/6 = 1.667 m OK !

2 2

b) Stability against sliding

b)-1 without Uplift Pressure




HR 105.825

Fs = = = 3.02 > 2.00 OK !S H 35.092

b)-2 with Uplift Pressure




HR 70.825

Fs = = = 2.02 > 2.00 OK !

S H 35.092

c) Reaction of foundation soil

S W 6 x e

q1,2 = x (1 + )

B B

211.650 6 x 0.419

q1 = x (1 + ) = 26.486 t/m2

< qa = 48.667 t/m2

OK !

10.00 10.00

211.650 6 x 0.419

q2 = x (1 - ) = 15.844 t/m2

< qa = 48.667 t/m2

OK !

10.00 10.00

15.844 t/m2

- t/m2

26.486 t/m2

- t/m2

in case, e > 0 in case, e < 0



108393437.xls.ms_office-9/4/2012


9/30

Sta

2.3 Case 3 (Seismic condition)

1.00

0.50

0.00

11.50 10.00

0.50

7.50

2.00 6.50

1.00

7.50 1.50 1.00

Acting Load in Case 3

(1) Vertical Load = Same as Case 2

(2) Horizontal Load

f = 30.00o

a = 0.000o

(for stability analysis) F = 10.204o

b = 0.00o

a = 5.711o

(for structural analysis) (F = Arc tan(Kh) )

q = 0.00 t/m2

(for seismic condition) Kh = 0.18


Kae =

(for stability analysis)

a = 0.000 o d = 24.23 o

tan d = Sin f Sin ( F + D - b )

1 - Sin f Cos ( F + D - b )

sin D= Sin ( F + b )

Sin f

Sin (F+ b ) = 0.177 Sin f = 0.500

Sin D = 0.354 then D = 20.73

Sin(F+D-b) = 0.514 Cos(F+D-b)= 0.858

tan d = 0.450

Cos2(f-F-a)= 0.885 Sin(f+d) = 0.811

CosF = 0.984 Sin(f-b-F) = 0.339

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d+F = 0.825

Kae = 0.438 (for stability analysis)

(for structural analysis)

a = 5.711o

d = 15.00o

Cos2(f-F-a)= 0.941 Sin(f+d) = 0.707

CosF = 0.984 Sin(f-b-F) = 0.339

Cos2a = 0.990 Cos(a-b) = 0.995

Cos(a+d+F)= 0.858

2

Cos2(f-F-a)

CosF x Cos2a x Cos(a+d+F) x 1+Sin(f+d) x Sin(f-b-F)

Cos(a+d+F) x Cos(a-b)

Pa1

qa1

qa2qa3qw1

Pa2

Pa3Pw1

O

7

1

10

12

9

2 3

5

6

8

4

11

Pw2

qw2

Pp1

qp1Pu1

qu2 Pu2qu1


10/30

Stability10

Kae = 0.481 (for structural analysis)


Kpe =

a = 0.000o

d = 24.23o

Cos2(f-F+a)= 0.885 Sin(f-d) = 0.101

CosF = 0.984 Sin(f+b-F) = 0.339

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d-F)= 0.970

Kpe = 1.406

qa1 = Kae x ( h1 - hw1) x gsoil = 3.154 ton/m

qa2 = qa2 = 3.154 ton/m

qa3 = Kae x hw1 x (gsat - gw) = 3.285 ton/m

qw 1 = hw1 x gw = 7.500 ton/m

qw 2 = hw2 x gw = 6.500 ton/m



1 0.18 x 18.00 3.240 0.500 1.62

2 0.18 x 5.40 0.972 0.750 0.73

3 0.18 x 2.40 0.432 0.500 0.22

4 0.18 x 4.50 0.810 1.167 0.95

5 0.18 x 0.60 0.108 1.167 0.13

6 0.18 x 12.00 2.160 4.833 10.44

7 0.18 x 12.00 2.160 6.500 14.04

8 0.18 x 0.00 0.000 4.833 0.00

Pw1 0.50 x 7.50 x 7.50 28.125 2.500 70.31

Pw2 0.50 x -6.50 x 6.50 -21.125 2.167 -45.77

Pa1 0.50 x 3.15 x 4.00 6.307 8.833 55.71

pa2 3.15 x 7.50 23.652 3.750 88.70

Pa3 0.50 x 3.285 x 7.50 12.319 2.500 30.80

Pp1 -2.812 x 2.00 x 0.50 -2.812 2.000 -5.62T o t a l 56.348 222.24


a) Stability against overturninga)-1 Without Uplift

B = 10.00 m

S W x X - S H x Y 1,134.48 - 222.24

X = = = 4.310 m

S W 211.650

B 10.00

e = - X = - 4.310 = 0.690 m < B/3 = 3.333 m OK !2 2

a)-2 With Uplift

B = 10.00 m

S W x X - S H x Y 776.15 - 222.24

X = = = 3.910 m

S W 141.650

B 10.00

e = - X = - 3.910 = 1.090 m < B/3 = 3.333 m OK !

2 2

2

Cos2(f-F+a)

CosF x Cos2a x Cos(a+d-F) x 1-Sin(f-d) x Sin(f+b-F)

Cos(a+d-F) x Cos(a-b)

108393437.xls.ms_office-9/4/2012


11/30

Stability11

b) Stability against slidingb)-1 Without Uplift




HR 105.825

Fs = = = 1.88 > 1.25 OK !S H 56.348

b)-2 With UpliftSliding force : S H = 56.348 ton



HR 70.825

Fs = = = 1.26 > 1.25 OK !S H 56.348

c) Reaction of foundation soil

c-1) in case, |e| < B/6 (applicable)

S W 6 x e

q1,2 = x (1 + )

B B

211.650 6 x 0.690

q1 = x (1 + ) = 29.927 t/m2

< qae = 73.000 t/m2

OK !10.00 10.00

211.650 6 x 0.690

q2 = x (1 - ) = 12.403 t/m2

< qae = 73.000 t/m2

OK !10.00 10.00

c-2) in case, B/6 < |e| < B/3 (not applicable)

2 x S W

q1' = = = - t/m2

qae = - t/m2

3 x (B/2-|e|)

12.403 t/m2

29.927 t/m2

- t/m2

in case, e > 0 and e < B/6 in case, e > 0 and B/6 < e < B/3


- t/m2

- t/m2

- t/m2

in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3

(not applicable) (not applicable)


108393437.xls.ms_office-9/4/2012


12/30

Stability12

2.4 Bearing Capacity of soil

(1) Design Data

fB = 30.00o cB = 0.00 t/m

2gs' = 1.00 t/m

3(=gsat-gw)

B = 10.00 m z = 2.00 m L = 1.00 m (unit length)

(2) Ultimate Bearing Capacity of soil, (qu)

Calculation of ultimate bearing capacity will be obtained by applying the following

Terzaghi's formula :

qu = (a x c x Nc) + (gsoil' x z x Nq) + (b x gsoil x B x Ng)

Shape factor (Table 2.5 of KP-06)

a = 1.00 b = 0.50

Shape of footing : 1 (strip)

Shape of footing a b

1 strip 1.00 0.50

2 square 1.30 0.40

3 rectangular, B x L 1.11 0.40

(B < L) (= 1.09 + 0.21 B/L)

(B > L) (= 1.09 + 0.21 L/B)

4 circular, diameter = B 1.30 0.30

Bearing capacity factor (Figure 2.3 of KP-06, by Capper)

Nc = 36.0 Nq = 23.0 Ng = 20.0

f Nc Nq Ng

0 5.7 0.0 0.0

5 7.0 1.4 0.0

10 9.0 2.7 0.2

15 12.0 4.5 2.3

20 17.0 7.5 4.7

25 24.0 13.0 9.5

30 36.0 23.0 20.0

35 57.0 44.0 41.0

37 70.0 50.0 55.0

39 > 82.0 50.0 73.0

(a x c x Nc) = 0.000

(gsoil x z x Nq) = 46.000

(b x gsoil x B x Ng) = 100.000

qu = 146.000 t/m2

(3) Allowable Bearing Capacity of soil, (qa)

qa = qu / 3 = 48.667 t/m2

(safety factor = 3 , normal condition)

qae = qu / 2 = 73.000 t/m2

(safety factor = 2 , seismic condition)

108393437.xls.ms office-9/4/2012


13/30

Structur

3. Structure Calculation

3.1 Normal Condition

(1) Wall 1.00

q = 0.50 t/m2

0.50

0.00

10.00

0.9

6.00 5.00

0.50

1.00 1.00

7.50 1.50 1.00

Load Diagram on Wall in Normal Condition

Ka = 0.341

a = 5.711o

d = 20.00o

cos (a+d) = 0.901

Kha = Ka x cos (a+d) = 0.307

a) Section A - A

h = 4.00 m

qa1 = Kha x q = 0.153 ton/m

qa2 = Kha x h x gsoil = 2.210 ton/m

No. Description Ha Y (from A-A) Ha x Y

Pa1 0.153 x 4.00 0.614 2.000 1.228

Pa2 2.210 x 4.00 x 0.50 4.420 1.333 5.894

T o t a l 5.034 7.122

Sa = 5.034 ton Ma = 7.122 ton m

b) Section B - B

h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m



qa3 = qa1 + qa2 = 2.364 ton/m

qa4 = Kha x hw2 x (gsat - gw) = 1.842 ton/m

qw1 = hw1 x gw = 6.000 ton/m

qw2 = hw2 x gw = 5.000 ton/m

No. Description Hb Y (from B-B) Ha x Y

Pa1 0.153 x 4.00 0.614 8.000 4.911

Pa2 2.210 x 4.00 x 0.50 4.420 7.333 32.416

Pa3 2.364 x 6.00 14.182 3.000 42.546

Pa4 1.842 x 6.00 x 0.50 5.525 2.000 11.051

Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000

Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 (20.833)

T o t a l 30.242 106.090

Sb = 30.242 ton Mb = 106.090 ton m

qa1

qa4 qa3qw1

Pw1 Pa4

Pa2

Pa1

qa2

Pa3 B

A

B

A

Pw2

qw2


14/30

Stru

(2) Footing

Case 1 (with vertical live load) Case 2 (without vertical live load)q = 0.50 t/m

2q = 0.50 t/m

2

4.00 4.00

6.00 6.00

0.50 0.50

1.00 1.00

7.50 1.50 1.00 7.50 1.50 1.00

in case, e > 0 in case, e > 0

10.260

24.925 16.460 t/m2

15.844 t/m2

24.155 t/m2

23.826 t/m2

25.694 t/m2

25.422 t/m2

26.720 t/m2

26.486 t/m2

in case, e < 0 in case, e < 0

- t/m2

- t/m2

- t/m2

-

- t/m2

- t/m2

- t/m2

-

Load Diagram on Footing in Normal Case

a) Section C - C

Case 1 (with vertical live load)

No. Description Hc X (from C-C) Hc x X

1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -25.694 x 1.00 -25.694 0.500 -12.847

-1.026 x 1.00 x 0.50 -0.513 0.667 -0.342

T o t a l -23.207 -11.789

Case 2 (without vertical live load)


1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -25.422 x 1.00 -25.422 0.500 -12.711

-1.064 x 1.00 x 0.50 -0.532 0.667 -0.355

T o t a l -22.954 -11.666

Case 1 Sc = -23.207 ton Mc = -11.789 ton m


1

1

C

C

D

D

4

3

26

1

C

C

D

D

3

4

3 1 3

4

5

4

62 2

6

26


15/30

Structure

b) Section D - D


No. Description Hd X (from D-D) Hd x Y

3 1.000 x 7.50 x 2.40 18.000 3.750 67.500

0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250

4 4.000 x 7.50 x 1.80 54.000 3.750 202.500

6.000 x 7.50 x 2.00 90.000 3.750 337.500

0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750

5 0.500 x 7.50 3.750 3.750 14.063

6 -16.460 x 7.50 -123.450 3.750 -462.938

-7.695 x 7.50 x 0.50 -28.856 2.500 -72.141

T o t a l 21.694 116.484



3 1.000 x 7.50 x 2.40 18.000 3.750 67.500

0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250

4 4.000 x 7.50 x 1.80 54.000 3.750 202.500

6.000 x 7.50 x 2.00 90.000 3.750 337.500

0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750

6 -15.844 x 7.50 -118.830 3.750 -445.613

-7.982 x 7.50 x 0.50 -29.931 2.500 -74.827

T o t a l 21.489 117.061

Case 1 Sd = 21.694 ton Md = 116.484 ton m

case 2 Sd = 21.489 ton Md = 117.061 ton m

3.2 Seismic Condition

(1) Wall 1.00

0.50

0.00

10.0010.50

6.00 5.00

0.50

1.00 1.00

7.50 1.50 1.00

Load diagram on Wall for Seismic case

Kae = 0.481

a = 5.711o

d = 15.00o

cos (a+d) = 0.935Khea = Kae x cos (a+d) = 0.450 Kh = 0.18

a) Section A - A

h = 4.00 m

qa1 = Khae x h x gsoil = 3.239 t/m

No. Description Hae Y (from A-A) Hae x Y

1 0.500 x 4.000 x 0.400 x 2.400 x 0.180 0.346 1.333 0.461

2 4.000 x 0.500 x 2.400 x 0.180 0.864 2.000 1.728

3 0.500 x 4.000 x 0.000 x 2.400 x 0.180 0.000 1.333 0.000

Pa1 3.239 x 4.000 x 0.500 6.479 1.333 8.638

T o t a l 7.688 10.827

Sae = 7.688 ton Mae = 10.827 ton mb) Section B - B

2

Pa2

Pa1

qa2

qa1

qa3

Pa3

A A

B B

1 3

Pw1 Pw2

qw2qw1


16/30

Stru

h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m


qa2 = qa1 = 3.463 t/m

qa3 = Khae x hw1 x ( gsat - gw) = 2.699 t/m

qw1 = hw1 x gw = 6.000 ton/m

qw2 = hw2 x gw = 5.000 ton/m

No. Description Hbe Y (from B-B) Hbe x Y

Pa1 3.463 x 4.00 x 0.50 6.926 7.333 50.794

Pa2 3.463 x 6.00 20.779 3.000 62.338

Pa3 2.699 x 6.00 x 0.50 8.098 2.000 16.197

Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000

Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 -20.833

1 0.500 x 10.00 x 1.00 x 2.40 x 0.18 2.160 3.333 7.200

2 10.000 x 0.50 x 2.40 x 0.18 2.160 5.000 10.800

3 0.500 x 10.00 x 0.00 x 2.40 x 0.18 0.000 3.333 0.000

T o t a l 45.624 162.495

Sbe = 45.624 ton Mbe = 162.495 ton m

(2) Footingin case, e < B/6 in case, B/6 < e < B/3

4.00 4.00

6.00 6.00

0.50 0.50

1.00 1.00

7.50 1.50 1.00 7.50 1.50 1.00

in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3

12.403 t/m2

- t/m2

25.546 t/m2

28.175 t/m2

- t/m2

29.927 t/m2

- t/m2


- t/m2

- t/m2

- t/m2

- t

- t/m2

- t/m2

- t/m2

Load Diagram on Footing in Seismic Case

D

1

1

C

C

D

D

2

4

5

3 1

C

C

D

D

2

3

4

3 1 3

4 4

6

62

2

6


17/30

Structure17/

a) Section C - C

No. Description Hce X (from C-C) Hce x X

1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -28.175 x 1.00 -28.175 0.500 -14.087

-1.752 x 1.00 x 0.50 -0.876 0.667 -0.584

T o t a l -26.051 -13.271

Sce = -26.051 ton Mce = -13.271 ton m

b) Section D - D

No. Description Hde X (from D-D) Hde x X

3 1.000 x 7.50 x 2.40 18.000 3.750 67.500

0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250

4 10.000 x 7.50 x 1.92 144.000 3.750 540.000

0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750

5 -12.403 x 7.50 -93.023 3.750 -348.834

-13.143 x 7.50 x 0.50 -49.286 2.500 -123.216

T o t a l 27.941 165.450

Sde = 27.941 ton Mde = 165.450 ton m

3.3 Design Bending Moment and Shear Force

(1) Bending moment and shear force in each case

Description Bending Moment Shear Force

Normal Seismic Normal Seismic

Case 1 Case 2 Case 3 Case 1 Case 2 Case 3

Section A - A 7.122 7.122 10.827 5.034 5.034 7.688

Section B - B 106.090 106.090 162.495 30.242 30.242 45.624

Section C - C 11.789 11.666 13.271 23.207 22.954 26.051

Section D - D 116.484 117.061 165.450 21.694 21.489 27.941

(2) Design bending moment and shear force



Section A - A 7.122 10.827 5.034 7.688

Section B - B 106.090 162.495 30.242 45.624

Section C - C 11.789 13.271 23.207 26.051

Section D - D 106.090 162.495 21.694 27.941

Notes: - Moment at Section C-C < Moment at Section B-B

- Moment at Section D-D < Moment at Section B-B

108393437.xls.ms_office-9/4/2012


18/30

Structure (2

3. Structure Calculation

3.1 Normal Condition

(1) Wall 1.00

q = 0.50 t/m2

0.50

0.00

10.00

0.9

6.00 5.00

0.50

1.00 1.00

7.50 1.50 1.00

Load Diagram on Wall in Normal Condition

Ka = 0.341

a = 5.711o

d = 20.00o

cos (a+d) = 0.901

Kha = Ka x cos (a+d) = 0.307

a) Section A - A

h = 4.00 m



No. Description Ha Y (from A-A) Ha x Y

Pa1 0.153 x 4.00 0.614 2.000 1.228

Pa2 2.210 x 4.00 x 0.50 4.420 1.333 5.894

T o t a l 5.034 7.122

Sa = 5.034 ton Ma = 7.122 ton m

b) Section B - B

h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m



qa3 = qa1 + qa2 = 2.364 ton/m

qa4 = Kha x hw2 x (gsat - gw) = 1.842 ton/m

qw1 = hw1 x gw = 6.000 ton/m

qw2 = hw2 x gw = 5.000 ton/m

No. Description Hb Y (from B-B) Ha x Y

Pa1 0.153 x 4.00 0.614 8.000 4.911

Pa2 2.210 x 4.00 x 0.50 4.420 7.333 32.416

Pa3 2.364 x 6.00 14.182 3.000 42.546

Pa4 1.842 x 6.00 x 0.50 5.525 2.000 11.051

Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000

Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 (20.833)

T o t a l 30.242 106.090

Sb = 30.242 ton Mb = 106.090 ton m

qa1

qa4 qa3qw1

Pw1 Pa4

Pa2

Pa1

qa2

Pa3 B

A

B

A

Pw2

qw2


19/30

Struct

(2) Footing

Case 1 (with vertical live load) Case 2 (without vertical live load)

q = 0.50 t/m2

q = 0.50 t/m2

4.00 4.00

6.00 6.00

0.50 0.50

1.00 1.00

7.50 1.50 1.00 7.50 1.50 1.00

in case, e > 0 in case, e > 0

10.260

24.925 16.460 t/m2

15.844 t/m2

24.155 t/m2

23.826 t/m2

20.308 25.694 t/m2

19.835 25.422 t/m2

26.720 t/m2

26.486 t/m2

in case, e < 0 in case, e < 0

- t/m2

- t/m2

- t/m2

-

- t/m2

- t/m2

- t/m2

-

Load Diagram on Footing in Normal Case

a) Section C - C



1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -25.694 x 1.00 -25.694 0.500 -12.847

-1.026 x 1.00 x 0.50 -0.513 0.667 -0.342

T o t a l -23.207 -11.789



1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -25.422 x 1.00 -25.422 0.500 -12.711

-1.064 x 1.00 x 0.50 -0.532 0.667 -0.355

T o t a l -22.954 -11.666



1

1

C

C

D

D

4

3

26

1

C

C

D

D

3

4

3 1 3

4

5

4

62 2

6

26

E

E

E

E


20/30

Structure (2)

c) Section E - E



3 1.000 x 3.75 x 2.40 9.000 1.875 16.875

0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813

4 4.000 x 3.75 x 1.80 27.000 1.875 50.625

6.000 x 3.75 x 2.00 45.000 1.875 84.375

0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688

5 0.500 x 3.75 1.875 1.875 3.516

6 -16.460 x 3.75 -61.725 1.875 -115.734

-3.848 x 3.75 x 0.50 -7.214 1.250 -9.018

T o t a l 18.061 38.139



3 1.000 x 3.75 x 2.40 9.000 1.875 16.875

0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813

4 4.000 x 3.75 x 1.80 27.000 1.875 50.625

6.000 x 3.75 x 2.00 45.000 1.875 84.375

0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688

6 -15.844 x 3.75 -59.415 1.875 -111.403

-3.991 x 3.75 x 0.50 -7.483 1.250 -9.353

T o t a l 18.227 38.619



3.2 Seismic Condition

(1) Wall 1.00

0.50

0.00

10.0010.50

6.00 5.00

0.50

1.00 1.00

7.50 1.50 1.00

Load diagram on Wall for Seismic case

Kae = 0.481

a = 5.711o

d = 15.00o

cos (a+d) = 0.935Khea = Kae x cos (a+d) = 0.450 Kh = 0.18

a) Section A - A

h = 4.00 m


No. Description Hae Y (from A-A) Hae x Y

1 0.500 x 4.000 x 0.400 x 2.400 x 0.180 0.346 1.333 0.461

2 4.000 x 0.500 x 2.400 x 0.180 0.864 2.000 1.728

3 0.500 x 4.000 x 0.000 x 2.400 x 0.180 0.000 1.333 0.000

Pa1 3.239 x 4.000 x 0.500 6.479 1.333 8.638

T o t a l 7.688 10.827

Sae = 7.688 ton Mae = 10.827 ton mb) Section B - B

2

Pa2

Pa1

qa2

qa1

qa3

Pa3

A A

B B

1 3

Pw1 Pw2

qw2qw1


21/30

Structu

h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m


qa2 = qa1 = 3.463 t/m

qa3 = Khae x hw1 x ( gsat - gw) = 2.699 t/m

qw1 = hw1 x gw = 6.000 ton/m

qw2 = hw2 x gw = 5.000 ton/m

No. Description Hbe Y (from B-B) Hbe x Y

Pa1 3.463 x 4.00 x 0.50 6.926 7.333 50.794

Pa2 3.463 x 6.00 20.779 3.000 62.338

Pa3 2.699 x 6.00 x 0.50 8.098 2.000 16.197

Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000

Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 -20.833

1 0.500 x 10.00 x 1.00 x 2.40 x 0.18 2.160 3.333 7.200

2 10.000 x 0.50 x 2.40 x 0.18 2.160 5.000 10.800

3 0.500 x 10.00 x 0.00 x 2.40 x 0.18 0.000 3.333 0.000

T o t a l 45.624 162.495

Sbe = 45.624 ton Mbe = 162.495 ton m

(2) Footingin case, e < B/6 in case, B/6 < e < B/3

4.00 4.00

6.00 6.00

0.50 0.50

1.00 1.00

7.50 1.50 1.00 7.50 1.50 1.00

in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3

12.403 t/m2

- t/m2

25.546 t/m2

18.975 28.175 t/m2

- t/m2

29.927 t/m2

- t/m2


- t/m2

- t/m2

- t/m2

-

- t/m2

- t/m2

- t/m2

Load Diagram on Footing in Seismic Case

D

1

1

C

C

D

D

2

4

5

3 1

C

C

D

D

2

3

4

3 1 3

4 4

6

62

2

6


22/30

Structure (2)22/3

a) Section C - C

No. Description Hce X (from C-C) Hce x X

1 1.000 x 1.00 x 2.40 2.400 0.500 1.200

0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200

2 -28.175 x 1.00 -28.175 0.500 -14.087

-1.752 x 1.00 x 0.50 -0.876 0.667 -0.584

T o t a l -26.051 -13.271

Sce = -26.051 ton Mce = -13.271 ton m

b) Section E - E

No. Description Hde X (from D-D) Hde x X

3 1.000 x 3.75 x 2.40 9.000 1.875 16.875

0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813

4 10.000 x 3.75 x 1.92 72.000 1.875 135.000

0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688

5 -12.403 x 3.75 -46.511 1.875 -87.209

-6.572 x 3.75 x 0.50 -12.322 1.250 -15.402

T o t a l 26.292 56.764

Sde = 26.292 ton Mde = 56.764 ton m

3.3 Design Bending Moment and Shear Force

(1) Bending moment and shear force in each case



Case 1 Case 2 Case 3 Case 1 Case 2 Case 3

Section A - A 7.122 7.122 10.827 5.034 5.034 7.688

Section B - B 106.090 106.090 162.495 30.242 30.242 45.624

Section C - C 11.789 11.666 13.271 23.207 22.954 26.051

Section E - E 38.139 38.619 56.764 18.061 18.227 26.292

(2) Design bending moment and shear force



Section A - A 7.122 10.827 5.034 7.688

Section B - B 106.090 162.495 30.242 45.624

Section C - C 11.789 13.271 23.207 26.051

Section E - E 38.619 56.764 18.227 26.292

Notes: - Moment at Section C-C < Moment at Section B-B

- Moment at Section D-D < Moment at Section B-B

108393437.xls.ms_office-9/4/2012


23/30

Reinforcement Bar Arrangement and Stress

Normal ConditionName of Structure : D1 - Hulu

Location : 0

Wall (upper) Wall (lower) Footing (toe) Fo

Section A-A Section B-B Section C-C S

back front back front lower upper uppe

Bending moment M kgfcm 712,163 10,609,021 1,178,900 10,609,

Shearing force (joint) S kgf 5,034 30,242 23,207 21,6

Axial force N kgf 0 0 0

Height of member h cm 90.0 150.0 150.0 1

Covering depth d' cm 7.0 7.0 7.0

Effective height d cm 83.0 143.0 143.0 1

Effective width b cm 100.0 100.0 100.0 1

Young's modulus ratio n - 24 24 24

Required R-bar Asreq cm2 5.18 45.09 4.69 45.09

R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~10

Reinforcement As cm2 24.54 8.04 49.09 16.08 8.04 8.04 49.09

Perimeter of R-bar U 39.27 ok 78.54 ok 20.11 ok 78.54

Dist. from neutral axis x cm 25.93 47.45 21.64 4

Compressive stress sc kgf/cm2 7.4 35.2 8.0

Allowable stress sca kgf/cm2 60.0 60.0 60.0

ok ok ok ok

Tensile stress ss kgf/cm2 390 1,699 1,080 1,6

Allowable stress ssa kgf/cm2 1,850 1,850 1,850 1,8

ok ok ok ok

Shearing stress at joint t kgf/cm2 0.61 2.11 1.62

Allowable stress ta kgf/cm2 5.50 5.50 5.50

ok ok ok ok

Resisting Moment Mr kgfcm 3,350,296 13,748,467 1,565,235 13,738,4

Mr for compression Mrc kgfcm 3,350,296 14,771,164 4,568,003 14,733,7

x for Mrc cm 21 44 17

ss for Mrc kgf/cm2 2,598 2,693 6,427 2,6

Mr for tensile Mrs kgfcm 3,620,083 13,748,467 1,565,235 13,738,4

x for Mrs cm 27 55 19

sc for Mrs kgf/cm2 62 59 20

Distribution bar (>As/6 and >Asmin) 4.09 1.34 8.18 2.68 1.34 1.34 8.18

16~250 16~250 16~125 16~250 16~200 16~200 16~20


ok ok ok ok ok ok ok

Minimum requirement of distribution bar As min = 4.50 cm2


24/30

Reinforcement Bar Arrangement and Stress

Seismic ConditionName of Structure : D1 - Hulu

Location : 0

Wall (upper) Wall (lower) Footing (toe) FoSection A-A Section B-B Section C-C S

back front back front lower upper uppe

Bending moment M kgfcm 1,082,719 16,249,484 1,327,143 16,249,4

Shearing force (joint) S kgf 7,688 45,624 26,051 27,9

Axial force N kgf 0 0 0

Height of member h cm 90.0 150.0 150.0 1

Covering depth d' cm 7.0 7.0 7.0

Effective height d cm 83.0 143.0 143.0 1

Effective width b cm 100.0 100.0 100.0 1

Young's modulus ratio n - 16 16 16

Required R-bar Asreq cm2 5.15 45.18 3.49 45.18

R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~10


Perimeter of R-bar U 39.27 78.54 20.11 78.54

Dist. from neutral axis x cm 21.91 40.19 17.94 4

Compressive stress sc kgf/cm2 13.1 62.4 10.8

Allowable stress sca kgf/cm2 90.0 90.0 90.0

ok ok ok ok

Tensile stress ss kgf/cm2 583 2,554 1,204 2,5

Allowable stress ssa kgf/cm2 2,775 2,775 2,775 2,7

ok ok ok ok

Shearing stress at joint t kgf/cm2 0.93 3.19 1.82

Allowable stress ta kgf/cm2 8.25 8.25 8.25

ok ok ok ok

Resisting Moment Mr kgfcm 4,067,715 17,311,334 2,188,388 17,279,9

Mr for compression Mrc kgfcm 4,067,715 17,311,334 5,253,008 17,279,9

x for Mrc cm 18 36 14

ss for Mrc kgf/cm2 3,231 3,304 7,766 3,3

Mr for tensile Mrs kgfcm 4,934,281 18,933,061 2,188,388 18,920,9

x for Mrs cm 21 43 15

sc for Mrs kgf/cm2 102 99 36

Distribution bar (>As/6 and >Asmin) 16~250 16~250 16~125 16~250 16~200 16~200 16~20



25/30

Data of Reinforcement Bar

f Sectional Perimeter Arrangement Area Perimeter

Area

(mm) (cm2) (cm) (cm2) (cm)

12 1.131 3.770 12@125 9.05 30.1612@150 7.54 25.13 Footing (hee

12@250 4.52 15.08 Section E-E

12@300 3.77 12.57 upper lo

16 2.011 5.027 16@125 16.08 40.21 3,861,855

16@150 13.40 33.51 18,227

16@250 8.04 20.11 0

16@300 6.70 16.76

19 2.835 5.969 19@125 22.68 47.75 125.0

19@150 18.90 39.79 7.0

19@250 11.34 23.88 118.0

19@300 9.45 19.90 100.0

22 3.801 6.912 22@125 30.41 55.29 24

22@150 25.34 46.08

22@250 15.21 27.65 19.44

22@300 12.67 23.04

25 4.909 7.854 25@75 49.09 78.54 25~200 1625@150 32.72 52.36

25@250 19.63 31.42 24.54 8

25@300 16.36 26.18 39.27

32 8.042 10.053 32~125 64.34 80.42

32@150 53.62 67.02 31.86

32@250 32.17 40.21

32@300 26.81 33.51 Calculation Check 22.6

12@250 + 16@250 12,16@125 12.56 35.19 12.56 35.19 60.0

12,19@125 15.86 38.96 15.86 38.96 ok

12,22@125 19.73 42.73 19.73 42.73 1,465

12,25@125 24.15 46.50 24.15 46.50 1,850

12,32@125 36.69 55.29 36.69 55.29 ok

16,19@125 19.38 43.99 19.38 43.99 1.54

16,22@125 23.25 47.76 23.25 47.76 5.50

16,25@125 27.67 51.53 27.67 51.53 ok16,32@125 40.21 60.32 40.21 60.32

19,22@125 26.55 51.53 26.55 51.53 3,623,270

19,25@125 30.97 55.30 30.97 55.30 3623270.48

19,32@125 43.51 64.09 43.51 64.09 22

22,25@125 34.84 59.07 34.84 59.07 2673.99317

22,32@125 47.38 67.86 47.38 67.86 4,289,501

25,32@125 51.80 71.63 51.80 71.63 27

12@300 + 16@300 12,16@150 10.47 29.33 10.47 29.33 59

12,19@150 13.22 32.47 13.22 32.47 4.09 1

12,22@150 16.44 35.61 16.44 35.61 16~200 16

12,25@150 20.13 38.75 20.13 38.75 10.05 6

12,32@150 30.58 46.08 30.58 46.08 ok

16,19@150 16.15 36.66 16.15 36.66

16,22@150 19.37 39.80 19.37 39.80

16,25@150 23.06 42.94 23.06 42.9416,32@150 33.51 50.27 33.51 50.27
mailto:25@75mailto:25@75


26/30

19,22@150 22.12 42.94 22.12 42.94

19,25@150 25.81 46.08 25.81 46.08

19,32@150 36.26 53.41 36.26 53.41

22,25@150 29.03 49.22 29.03 49.22

22,32@150 39.48 56.55 39.48 56.55

25,32@150 43.17 59.69 43.17 59.69

Footing (heeSection E-E

upper l

5,676,445

26,292

0

125.0

7.0

118.0

100.0

16

18.75

25~200 16

24.54

39.27

26.77

38.9

90.0

ok

2,120

2,775

ok

2.23

8.25

ok

4,706,450

4,706,450

19

3,405

5,815,251

22

95

16~200 16

10.05


27/30

( )

+

D25~200D16~250

D16~250

D16~250

D25~100 D16~125

D16~250

D16~125

D16~200 D16~200

D25~100 D16~250 +

+

D16~250

D16~200 D16~250 D16~200

# = m3# = kg

cost estimate = #REF!

79.00

67.50

0.50

1.00

69.50

#REF!

Reinforcement Bar ArrangementD1 - Hulu

1.00 0.50 0.00

#REF!

7.50

4.00


11.50

7.50 1.50 1.00

10.00

D

A A

B BC

CD

108393437.xls.ms_office-9/4/2012


28/30

4. Wooden Pile (Not applicable for this Project)

4.1 Bearing Capacity of a Pile

(1) Design data

Diameter of wooden pile D = 15.0 cm

Length of pile L = 2.00 mArea of pile section A = 1/4 x p x D

2= 0.018 m

2

Perimeter of pile W = p x D = 0.471 m

SPT N-Value = 30

Ni : Average N value in a soil layer = 30

fi : friction of soil = 0.20 x Ni = 6.00 t/m2

(2) Ultimate vertical bearing capacity, (qu)

qu = (40 x N x A) + (W x fi x li)

= ( 40 x 30.0 x 0.018 )+( 0.471 x 6.00 x 2.0 )

= 21.206 + 5.655 = 26.861 ton/pile

(3) Ultimate vertical bearing capacity, (qu)

qa = qu/n = 26.861 / 3 = 8.954 ton/pile

(safety factor : n = 3)

4.2 Allowable horizontal bearing capacity

Horizontal bearing capacity depend on displacement of a pile

(1) Design data

Class of timber (pile) : III Class

E = 80,000 kg/cm2

(Young's modulus)

d = Allowable horizontal displacement = 0.01 m

N = SPT N-value is assumed as = 30

p x D4

I = = 2,485.0 cm4

(I : Moment of Inertia for a pile)

64

(2) Horizontal bearing capacity of one pile (Ha)

a = 0.20 E = 28 x N

Kh = a x E x D-3/4

= 0.20 x( 28 x 30.0 )x( 15.0 )-3/4

= 22.041 kg/cm3

Kh x D 22.041 x 15.0

b = = = 0.025 cm

4 EI 4 x 80,000 x 2,485.0

Kh x D 22.041 x 15.0

Ha = x d = x 1 = 13,020.22 kg

b 0.025

= 13.020 ton

4 4


29/30

(3) Allowable horizontal bearing capacity due to the stress of a pile itself

Ha = 2 x b x Ma

s = Allowable stress of timber III class = 75.00 kg/cm2

p x D3

W = = 331.34 cm3

; (W : section modulus of a pile)

32

Ma = s x W = 75.00 x 331.34 = 24,850.5 kg cm

Ha = 2 x b x Ma

= 2 x 0.025 x 24,850.5 = 1,262.06 kg/pile = 1.262 ton/pile

Allowable horizontal bearing capacity acting on the pile top depend upon the allowable

stress of pile itself.

4.3 Spacing of Pile

(1) For horizontal load

Ha = 1.262 ton/pile ; (Ha : Horizontal load carried by pile)

Hr = H - Hf = H - V x tan(2f/3) = 56.348 - 78.581 = -22.233 ton/m

Ha 1.262

Spacing of pile = = = -0.06 m

Hr -22.233

Spacing of pile = -0.06 m (center to center) by horizontal force

(2) For vertical load

V = 215.900 ton/m : Vertical load carried by pile

qa = 8.954 ton/pile : Allowable vertical bearing capacity of a pile

qa 8.954Spacing of pile = = = 0.04 m

V 215.900

Spacing of pile can be determined 0.75 m for a pile ( f 150, L = 2.00 m ),

Vp = ####### ton/m : Vertical load carried by pile

qa = 8.954 ton/pile : Allowable vertical bearing capacity of a pile

qa 8.954

Spacing of pile = = = -0.05 m

Vp -177.334

Spacing of pile can be determined 1.50 m for a pile ( f 150, L = 2.00 m ),


30/30

12th Oct, Stability Analysis

Uplift pressure are added for stability analysis.

Reinforcement Bar Arrangement

Reinforcement bar for Footing (heel) are collected.

Jan. 7, '03 Stability

Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected.

(distributed width of reaction of foundation soil)

Structure

Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected.

(distributed width of reaction of foundation soil)

Documents

Earth Retaining Wall Design