Retaining Wall Kolam Olak 23-12-2012

7/27/2019 Retaining Wall Kolam Olak 23-12-2012

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STRUCTURAL CALCULATION

OFINVERTED T-SHAPE TYPE RETAINING WALL

CHECK STABILITY

INPUT DATA

REINFORCEMENT BAR

PRINT EXIT



concrete = 45 x 900,000 = 40,443,750 42%

reinforcement = 1,537 x 18,000 = 27,661,660 29%

bekisting = 27,661,660 29%

Rp 95,767,071 ,- /m' #NAME?

reinforcement = 34 kg/m3-concrete

ber_lapar2_lah maka engkau akan dapat melihat_KU

fokuskan hidup_mu hanya untuk ber_ibadah kepada_KU,

maka engkau akan sampai kepada_KU !!!

tak mungkin cinta kepada_KU dan cinta kepada dunia,

bersanding dalam satu hati.

( Hadist Qudsi )

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15



0.00 0.00

0.00 1.50

1.00 2.50

1.00 13.75

2.00 13.75

3.50 2.50

12.00 1.50

12.00 0.00

1 0.00 0.00

1 0.00 3.00

2 1.00 3.00

1 1.00 8.25

2 12.00 8.25

1 0.00 7.25

2 1.00 7.25

U ssu temporary baja

22 2,200 1,250 1,800 polos lunak 1,276

24 2,400 1,400 2,000 polos lunak 1,392

32 3,200 1,850 2,650 deform sedang 1,856

39 3,900 2,250 3,200 deform keras 2,262

48 4,800 2,750 4,000 deform keras 2,784

ssa = 0.58 ssu

ssa



Location : Randangan

Top wall level = m

- o am a River bed level = mGround water level = m

River water level = m

Foundation level = m

Dimension (unit le

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 =

Live load, q = t/m2 Kh =Backfill soil gc = t/m gw =

gsoil = t/m

gsat = t/m a =o

(for stability analy

f =o

a =o

(for structural ana

c = t/m2

b =o

Foundation soilgs' = t/m Safety factor (normal) (seis

fB =o

Overturning |e| <

cB = t/m Sliding fs >

Friction coefficient Reaction of foundation soil

m = qmax >

Uplift coefficient Allowable stress

Um = ompress ve sca =Cover of bar Tensile ssa =

Wall Shear ta =

d back = cm Young's modulus ratio

d front = cm

Footingd upper = cm

d lower = cm

12.00

-1.25

0.40

25.0

8.50

13.75

Section of Retaining wall

3.00

1

7

10

8.2

B/3=

1.00

qa=qu/3 qae=

1.2

0.50

10

10

1850

5.5

24

1.00

30.0

0.00

1.80

927

0.00

2.00

7.60

1.30

60

1.0

1.0

2.50

1.50

1.0

2.00

B/6=2.29

0.50

1.00

8.25

12.50

1.757.00

6.00

13.75

1.0

1.50 0.0

2.40

7.2

0.2

b12

H=h1

h31

b21 b23

q (t/m2)

h4

b11 b13

b22

h32

hw1

hw2

B

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STABILITY : D4 - Kolam Olak

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 = < Check! Fs = < Check!

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/m < qa = t/m OK! q2 = t/m < qae = t/m OK!

1.13 2.00 1.82 4.00

16.84 63.00 9.86

1.08 1.25

94.50

36.24 63.00 42.38 94.50

1.88 2.00

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Stressing of Reinforcement and Concrete

Name of Structure :

Location :

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

Allowable tensile stress (ssa) = kg/cm

Allowable shearing stress (ta) = 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 22 - D 25 -

Bar (As2) D 25 - D 25 - D 25 -

Stress sc OK! OK!

Stress ss OK! NO!

Stress t OK! OK!

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

Allowable tensile stress (ssa) = kg/cm

Allowable shearing stress (ta) = 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 22 - D 25 -

Bar (As2) D 25 - D 25 - D 25 -

Stress sc OK! OK!

Stress ss OK! NO!

Stress t OK! OK!1.15 3.09 1.51

0.69 1.89 1.28

2775

Section A-A Section B-B Sectio

100.0

173.3

7.0

250

7.0

5.5

24

60

1850

100.0

250.0

10.0

166.3

22

11

125

D4 - Kolam Olak

Randangan

10.0

100.0

250.0

10.0

10.0

240.0

16

31

90

243.0

179

46

120


30 3

371 3532514

250

6

100.0 100.0 100.0

8.25

16

Section A-A Section B-B Sectio

7.0 7.0 10.0

173.3 250.0 250.0

166.3 243.0 240.0

10.0 10.0 10.0

19 75 36

37 302 19

Section of Retaining wall 250 250

125 120

12 59 5

624 4182 414

D C

BB

A A

CD

D C

BB

A A

CD

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St

1. Design Data

1.1 Dimensions

B = 12.00 m H = 13.75 m

L = 1.00 m (unit length)

b11 = 1.50 m b21 = 8.50 m

b12 = 1.00 m b22 = 2.50 m

b13 = 0.00 m b23 = 1.00 m

h1 = 13.75 m h4 = 3.00 m

h31 = 1.50 m hw1 = 8.25 m

h32 = 1.00 m hw2 = 7.25 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/m gs' = 1.00 t/m (=gsat-gw) Overturning

gsat = 2.00 t/m cB = 0.00 t/m normal |e|<B/6=2.00m

c = 0.00 t/m fB = 30.00o

seismic |e|<B/3=4.00m

f = 25.00o

m = 0.50 (Friction coefficient) Sliding

Um = 1.00 (Uplift coefficient) normal fs > 2.00

b = 0.400o

seismic fs > 1.25

a = 1.300o

(for stability analysis) Reaction of foundation soil

= 7.595o

(for structural analysis) normal qmax<qa

d = 0.400o

(for stability analysis in normal condition, d = b) qa=qu/3

= 16.67o (for structural analysis in normal condition, d = 2/3 f) seismic qmax<qae

= 21.79o

(for stability analysis in seismic condition, see Section 2.3) qae=qu/2

= 12.50o (for structural analysis in seismic condition, d = 1/2 f)

F = 11.310o

( = Arc tan(Kh) ) Kh = 0.20

2. Stability Calculation

2.1 Case 1 (Normal condition, with vertical live load)

1.50

q = 0.50 t/m2

1.00

0.00

13.75 11.25

1.00

8.25

3.00 7.25

1.50

8.50 2.50 1.00

Acting Load in Case 1

q (t/m2)b12

b2 b2 b23

hw1

H=h1

h31

b11 b13

h32 h4

hw2

B

Pw1 Pa4

Pa2

Pa1

qa2

qa3qw1 qa4

Pa3

O

Pp1

qa1

qp1

7

1

10

12

9

2 3

5

6

8

4

11

Pw2

qw2qu2

Pu1Pu2

qu1



Stability

(1) Vertical Load

No. Description W X W x X

1 1.50 x 8.50 x 2.40 30.600 7.750 237.15

2 2.50 x 2.50 x 2.40 15.000 2.250 33.75

3 1.50 x 1.00 x 2.40 3.600 0.500 1.80

4 0.50 x 1.00 x 8.50 x 2.40 10.200 6.333 64.60

5 0.50 x 1.00 x 1.00 x 2.40 1.200 0.333 0.40

6 0.50 x 11.25 x 1.50 x 2.40 20.250 3.000 60.75

7 11.25 x 1.00 x 2.40 27.000 1.500 40.50

8 0.50 x 11.25 x 0.00 x 2.40 0.000 1.000 0.009 0.50 x 11.25 x 1.50 x 1.80 15.188 3.000 45.56

10 8.50 x 5.50 x 1.80 84.150 7.750 652.16

11 8.50 x 5.75 x 2.00 97.750 7.750 757.56

12 0.50 x 8.50 x 1.00 x 2.00 8.500 9.167 77.92

q 0.50 x 10.00 5.000 7.000 35.00

T o t a l(1 to q) 318.438 2,007.15

Pu1 8.25 x 12.00 x 0.50 x -1.00 -49.500 8.000 -396.00

Pu2 7.25 x 12.00 x 0.50 x -1.00 -43.500 4.000 -174.00

Total ( 1 to Pu2) 225.438 1,437.15

(2) Horizontal Load

Coefficient of Active earth pressure

Ka =

(for stability analysis)

a = 1.300o

d = 0.400o

Cos2(f -a) = 0.838 Sin(f+d) = 0.429

Cos2a = 0.999 Sinf = 0.423

Cos(a+d) = 1.000 Cosa = 1.000

Ka = 0.413 for stability analysis

(for structural analysis)

a = 7.595o

d = 16.667o

Cos2

(f -a) = 0.911 Sin(f+d) = 0.665Cos

2a = 0.983 Sinf = 0.423

Cos(a+d) = 0.912 Cosa = 0.991

Ka' = 0.419 for structural analysis

Coefficient of Passive earth pressure

Kp =

a = 1.300o

d = 0.400o

Cos2(f+a) = 0.804 Sin(f+d) = 0.429

Cos2a = 0.999 Sinf = 0.423

Cos(a -d) = 1.000 Cosa = 1.000

Kp = 2.443

qa1 = Ka x q = 0.206 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 4.084 ton/m

qa3 = qa1 + qa2 = 4.290 ton/m

qa4 = Ka x hw1 x (gsat - gw) = 3.403 ton/m

qw 1 = hw1 x gw = 8.250 ton/m

qw 2 = hw2 x gw = 7.250 ton/m

qp1 = Kp x h4 x (gsat - gw) = 7.328 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

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Stability9/

No. Description H Y H x Y

Pa1 0.206 x 5.50 1.134 11.000 12.48

Pa2 4.084 x 5.50 x 0.50 11.231 10.083 113.24

Pa3 4.290 x 8.25 35.394 4.125 146.00

Pa4 3.403 x 8.25 x 0.50 14.039 2.750 38.61

Pw1 8.250 x 8.25 x 0.50 34.031 2.750 93.59

Pw2 -7.250 x 7.25 x 0.50 -26.281 2.417 -63.51

Pp1 -7.328 x 3.00 x 0.50 -10.992 1.000 -10.99

T o t a l 58.557 329.41

(3) Stability Calculation

a) Stability against overturning

a) -1 Without Uplift

B = 12.00 m

S W x X - S H x Y 2,007.15 - 329.41

X = = = 5.269 m

S W 318.438

B 12.00

e = - X = - 5.269 = 0.731 m < B/6 = 2.000 m OK !

2 2

a) -2 With Uplift

B = 12.00 m

S W x X - S H x Y 1,437.15 - 329.41X = = = 4.914 m

S W 225.438

B 12.00

e = - X = - 4.914 = 1.086 m < B/6 = 2.000 m OK !

2 2

b) Stability against sliding

b)-1 Without Uplift

Sliding force : S H = 58.557 ton

Resistance : HR = m x S W = 0.50 x 318.438 = 159.219 ton

(friction coefficient : m = 0.50 )

HR 159.219

Fs = = = 2.719 > 2.00 OK !S H 58.557

b)-2 With Uplift




HR 112.719

Fs = = = 1.925 < 2.00 Check !

S H 58.557

c) Reaction of foundation soil

S W 6 x e

q1,2 = x (1 + )

B B

318.438 6 x 0.731

q1 = x (1 + ) = 36.236 t/m2

< qa = 63.000 t/m2

OK !

12.00 12.00

318.438 6 x 0.731

q2 = x (1 - ) = 16.837 t/m2

< qa = 63.000 t/m2

OK !

12.00 12.00

16.837 t/m2

- t/m2

36.236 t/m2

- t/m2

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

(applicable) (not applicable)

Reaction of Foundation Soil in Case 1

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Stabil

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

1.50

q = 0.50 t/m2

1.00

0.00

13.75 11.25

1.00

8.25

3.00 7.25

1.50

8.50 2.50 1.00


(1) Vertical Load

No. Description W X W x X

1 1.50 x 8.50 x 2.40 30.600 7.750 237.152 2.50 x 2.50 x 2.40 15.000 2.250 33.75

3 1.50 x 1.00 x 2.40 3.600 0.500 1.80

4 0.50 x 1.00 x 8.50 x 2.40 10.200 6.333 64.60

5 0.50 x 1.00 x 1.00 x 2.40 1.200 0.333 0.40

6 0.50 x 11.25 x 1.50 x 2.40 20.250 3.000 60.75

7 11.25 x 1.00 x 2.40 27.000 1.500 40.50

8 0.50 x 11.25 x 0.00 x 2.40 0.000 1.000 0.00

9 0.50 x 11.25 x 1.50 x 1.80 15.188 3.000 45.56

10 8.50 x 5.50 x 1.80 84.150 7.750 652.16

11 8.50 x 5.75 x 2.00 97.750 7.750 757.56

12 0.50 x 8.50 x 1.00 x 2.00 8.500 9.167 77.92

T o t a l (1 to 12) 313.438 1972.15

Pu1 8.25 x 12.00 x 0.50 x -1.00 -49.500 8.000 -396.00

Pu2 7.25 x 12.00 x 0.50 x -1.00 -43.500 4.000 -174.00

Total ( 1 to Pu2) 220.438 1402.15

(2) Horizontal Load


Ka = 0.413 (for stability analysis)

Ka ' = 0.419 (for structural analysis)


Kp = 2.443

qa1 = Ka x q = 0.206 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 4.084 ton/m

qa3 = qa1 + qa2 = 4.290 ton/mqa4 = Ka x hw1 x (gsat - gw) = 3.403 ton/m

qw 1 = hw1 x gw = 8.250 ton/m

qw2 = hw2 x gw = 7.250 ton/m



Pa1 0.206 x 5.50 1.134 11.000 12.48

Pa2 4.084 x 5.50 x 0.50 11.231 10.083 113.24

Pa3 4.290 x 8.25 35.394 4.125 146.00

Pa4 3.403 x 8.25 x 0.50 14.039 2.750 38.61

Pw1 8.250 x 8.25 x 0.50 34.031 2.750 93.59

Pw2 -7.250 x 7.25 x 0.50 -26.281 2.417 -63.51

Pp1 -7.328 x 3.00 x 0.50 -10.992 1.000 -10.99

T o t a l 58.557 329.41

Pw1 Pa4

Pa2

Pa1

qa2

qa3qw1 qa4

Pa3

O

9

Pp1

qa1

qp1

7

1

10

12

2 3

5

8

4

11

Pw2

qw2qu2 Pu2

qu1

Pu1



Stability11/



a)-1 Without Uplift

B = 12.00 m

S W x X - S H x Y 1,972.15 - 329.41

X = = = 5.241 m

S W 313.438

B 12.00

e = - X = - 5.241 = 0.759 m < B/6 = 2.000 m OK !

2 2

a)-2 With Uplift

B = 12.00 m

S W x X - S H x Y 1,402.15 - 329.41

X = = = 4.866 m

S W 220.438

B 12.00

e = - X = - 4.866 = 1.134 m < B/6 = 2.000 m OK !

2 2


b)-1 without Uplift Pressure




HR 156.719

Fs = = = 2.68 > 2.00 OK !

S H 58.557

b)-2 with Uplift Pressure




HR 110.219

Fs = = = 1.88 < 2.00 Check !

S H 58.557


S W 6 x e

q1,2 = x (1 + )

B B

313.438 6 x 0.759

q1 = x (1 + ) = 36.032 t/m2

< qa = 63.000 t/m2

OK !

12.00 12.00

313.438 6 x 0.759

q2 = x (1 - ) = 16.207 t/m2

< qa = 63.000 t/m2

OK !

12.00 12.00

16.207 t/m2

- t/m2

36.032 t/m2

- t/m2

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



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Stab

2.3 Case 3 (Seismic condition)

1.50

1.00

0.00

13.75 11.25

1.00

8.25

3.00 7.25

1.50

8.50 2.50 1.00


(1) Vertical Load = Same as Case 2

(2) Horizontal Load

f = 25.00o

a = 1.300o

(for stability analysis) F = 11.310o

b = 0.40o

a = 7.595o

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

q = 0.00 t/m2

(for seismic condition) Kh = 0.20


Kae =

(for stability analysis)

a = 0.000 o d = 21.79 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 ) = 0.203 Sin f = 0.423

Sin D = 0.480 then D = 28.69

Sin(F+D-b) = 0.637 Cos(F+D-b)= 0.771

tan d = 0.400

Cos2(f-F-a)= 0.944 Sin(f+d) = 0.729

CosF = 0.981 Sin(f-b-F) = 0.230

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d+F = 0.838

Kae = 0.548 (for stability analysis)

(for structural analysis)

a = 7.595o

d = 12.50o

Cos2(f-F-a)= 0.989 Sin(f+d) = 0.609

CosF = 0.981 Sin(f-b-F) = 0.230

Cos2a = 0.983 Cos(a-b) = 0.990

Cos(a+d+F)= 0.854

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



Stability13

Kae = 0.607 (for structural analysis)


Kpe =

a = 0.000o

d = 21.79o

Cos2(f-F+a)= 0.944 Sin(f-d) = 0.056

CosF = 0.981 Sin(f+b-F) = 0.243

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d-F)= 0.983

Kpe = 1.257

qa1 = Kae x ( h1 - hw1) x gsoil = 5.425 ton/m

qa2 = qa2 = 5.425 ton/m

qa3 = Kae x hw1 x (gsat - gw) = 4.521 ton/m

qw 1 = hw1 x gw = 8.250 ton/m

qw 2 = hw2 x gw = 7.250 ton/m



1 0.20 x 30.60 6.120 0.750 4.59

2 0.20 x 15.00 3.000 1.250 3.75

3 0.20 x 3.60 0.720 0.750 0.54

4 0.20 x 10.20 2.040 1.833 3.74

5 0.20 x 1.20 0.240 1.833 0.44

6 0.20 x 20.25 4.050 6.250 25.31

7 0.20 x 27.00 5.400 8.125 43.88

8 0.20 x 0.00 0.000 6.250 0.00

Pw1 0.50 x 8.25 x 8.25 34.031 2.750 93.59

Pw2 0.50 x -7.25 x 7.25 -26.281 2.417 -63.51

Pa1 0.50 x 5.43 x 5.50 14.919 10.083 150.44

pa2 5.43 x 8.25 44.758 4.125 184.63

Pa3 0.50 x 4.521 x 8.25 18.649 2.750 51.29

Pp1 -3.771 x 3.00 x 0.50 -5.657 3.000 -16.97T o t a l 101.990 481.70



a)-1 Without Uplift

B = 12.00 m

S W x X - S H x Y 1,972.15 - 481.70

X = = = 4.755 m

S W 313.438

B 12.00

e = - X = - 4.755 = 1.245 m < B/3 = 4.000 m OK !

2 2

a)-2 With Uplift

B = 12.00 m

S W x X - S H x Y 1,402.15 - 481.70

X = = = 4.176 m

S W 220.438

B 12.00

e = - X = - 4.176 = 1.824 m < B/3 = 4.000 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)

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Stability14


b)-1 Without Uplift




HR 156.719

Fs = = = 1.54 > 1.25 OK !

S H 101.990

b)-2 With UpliftSliding force : S H = 101.990 ton



HR 110.219

Fs = = = 1.08 < 1.25 Check !

S H 101.990


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

S W 6 x e

q1,2 = x (1 + )

B B

313.438 6 x 1.245

q1 = x (1 + ) = 42.379 t/m2

< qae = 94.500 t/m2

OK !

12.00 12.00

313.438 6 x 1.245

q2 = x (1 - ) = 9.860 t/m2

< qae = 94.500 t/m2

OK !

12.00 12.00

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|)

9.860 t/m2

42.379 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)


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Stability15

2.4 Bearing Capacity of soil

(1) Design Data

fB = 30.00o cB = 0.00 t/m gs' = 1.00 t/m (=gsat-gw)

B = 12.00 m z = 3.00 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) = 69.000

(b x gsoil x B x Ng) = 120.000

qu = 189.000 t/m2

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

qa = qu / 3 = 63.000 t/m2

(safety factor = 3 , normal condition) N= 151

qae = qu / 2 = 94.500 t/m2

(safety factor = 2 , seismic condition)

161204550.xls.ms office-7/30/2013



Structur

3. Structure Calculation

3.1 Normal Condition

(1) Wall 1.50

q = 0.50 t/m2

1.00

0.00

11.25

5.75 4.75

1.00

1.50 1.50

8.50 2.50 1.00

Load Diagram on Wall in Normal Condition

Ka = 0.419

a = 7.595o

d = 16.67o

cos (a+d) = 0.912

Kha = Ka x cos (a+d) = 0.382

a) Section A - A

h = 5.50 m

qa1 = Kha x q = 0.191 ton/m

qa2 = Kha x h x gsoil = 3.779 ton/m

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

Pa1 0.191 x 5.50 1.050 2.750 2.887

Pa2 3.779 x 5.50 x 0.50 10.392 1.833 19.052

T o t a l 11.442 21.939

Sa = 11.442 ton Ma = 21.939 ton m

b) Section B - B

h = 5.50 m hw1 = 5.75 m hw2 = 4.75 m

qa1 = Kha x q = 0.191 ton/m

qa2 = Kha x h x gsoil = 3.779 ton/m

qa3 = qa1 + qa2 = 3.970 ton/m

qa4 = Kha x hw2 x (gsat - gw) = 2.195 ton/m

qw1 = hw1 x gw = 5.750 ton/m

qw2 = hw2 x gw = 4.750 ton/m

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

Pa1 0.191 x 5.50 1.050 8.500 8.923

Pa2 3.779 x 5.50 x 0.50 10.392 7.583 78.807

Pa3 3.970 x 5.75 22.827 2.875 65.626

Pa4 2.195 x 5.75 x 0.50 6.310 1.917 12.095

Pw1 5.750 x 5.75 x 0.50 16.531 1.917 31.685

Pw2 -4.750 x 4.75 x 0.50 -11.281 1.583 (17.862)

T o t a l 45.829 179.274

Sb = 45.829 ton Mb = 179.274 ton m

qa1

qa4 qa3qw1

Pw1 Pa4

Pa2

Pa1

qa2

Pa3 B

A

B

A

Pw2

qw2



Stru

(2) Footing

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

q = 0.50 t/m2

q = 0.50 t/m2

5.50 5.50

5.75 5.75

1.00 1.00

1.50 1.50

8.50 2.50 1.00 8.50 2.50 1.00

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

16.837 t/m2

16.207 t/m2

30.578 t/m2

30.250 t/m2

34.619 t/m2

34.380 t/m2

36.236 t/m2

36.032 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 1.500 x 1.00 x 2.40 3.600 0.500 1.800

1.000 x 1.00 x 2.40 x 0.50 1.200 0.333 0.400

2 -34.619 x 1.00 -34.619 0.500 -17.310

-1.617 x 1.00 x 0.50 -0.808 0.667 -0.539

T o t a l -30.628 -15.649

Case 2 (without vertical live load)

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

1 1.500 x 1.00 x 2.40 3.600 0.500 1.800

1.000 x 1.00 x 2.40 x 0.50 1.200 0.333 0.400

2 -34.380 x 1.00 -34.380 0.500 -17.190

-1.652 x 1.00 x 0.50 -0.826 0.667 -0.551

T o t a l -30.406 -15.541

Case 1 Sc = -30.628 ton Mc = -15.649 ton m

Case 2 Sc = -30.406 ton Mc = -15.541 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



Structure

b) Section D - D

Case 1 (with vertical live load)

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

3 1.500 x 8.50 x 2.40 30.600 4.250 130.050

1.000 x 8.50 x 2.40 x 0.50 10.200 2.833 28.900

4 5.500 x 8.50 x 1.80 84.150 4.250 357.638

5.750 x 8.50 x 2.00 97.750 4.250 415.438

1.000 x 8.50 x 2.00 x 0.50 8.500 5.667 48.167

5 0.500 x 8.50 4.250 4.250 18.063

6 -16.837 x 8.50 -143.115 4.250 -608.237

-13.741 x 8.50 x 0.50 -58.399 2.833 -165.464

T o t a l 33.936 224.554

Case 2 (without vertical live load)

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

3 1.500 x 8.50 x 2.40 30.600 4.250 130.050

1.000 x 8.50 x 2.40 x 0.50 10.200 2.833 28.900

4 5.500 x 8.50 x 1.80 84.150 4.250 357.638

5.750 x 8.50 x 2.00 97.750 4.250 415.438

1.000 x 8.50 x 2.00 x 0.50 8.500 5.667 48.167

6 -16.207 x 8.50 -137.760 4.250 -585.478

-14.043 x 8.50 x 0.50 -59.682 2.833 -169.098

T o t a l 33.759 225.616

Case 1 Sd = 33.936 ton Md = 224.554 ton m

case 2 Sd = 33.759 ton Md = 225.616 ton m

3.2 Seismic Condition

(1) Wall 1.50

1.00

0.00

11.2512.25

5.75 4.75

1.00

1.50 1.50

8.50 2.50 1.00

Load diagram on Wall for Seismic case

Kae = 0.607

a = 7.595o

d = 12.50o

cos (a+d) = 0.939Khea = Kae x cos (a+d) = 0.570 Kh = 0.20

a) Section A - A

h = 5.50 m

qa1 = Khae x h x gsoil = 5.643 t/m

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

1 0.500 x 5.500 x 0.733 x 2.400 x 0.200 0.968 1.833 1.775

2 5.500 x 1.000 x 2.400 x 0.200 2.640 2.750 7.260

3 0.500 x 5.500 x 0.000 x 2.400 x 0.200 0.000 1.833 0.000

Pa1 5.643 x 5.500 x 0.500 15.520 1.833 28.453

T o t a l 19.128 37.487

Sae = 19.128 ton Mae = 37.487 ton mb) Section B - B

2

Pa2

Pa1

qa2

qa1

qa3

Pa3

A A

B B

1 3

Pw1 Pw2

qw2qw1



Stru

h = 5.50 m hw1 = 5.75 m hw2 = 4.75 m

qa1 = Khae x h x gsoil = 6.009 t/m

qa2 = qa1 = 6.009 t/m

qa3 = Khae x hw1 x ( gsat - gw) = 3.278 t/m

qw1 = hw1 x gw = 5.750 ton/m

qw2 = hw2 x gw = 4.750 ton/m

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

Pa1 6.009 x 5.50 x 0.50 16.526 7.583 125.319

Pa2 6.009 x 5.75 34.553 2.875 99.341

Pa3 3.278 x 5.75 x 0.50 9.424 1.917 18.062

Pw1 5.750 x 5.75 x 0.50 16.531 1.917 31.685

Pw2 -4.750 x 4.75 x 0.50 -11.281 1.583 -17.862

1 0.500 x 11.25 x 1.50 x 2.40 x 0.20 4.050 3.750 15.188

2 11.250 x 1.00 x 2.40 x 0.20 5.400 5.625 30.375

3 0.500 x 11.25 x 0.00 x 2.40 x 0.20 0.000 3.750 0.000

T o t a l 75.203 302.108

Sbe = 75.203 ton Mbe = 302.108 ton m

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

5.50 5.50

5.75 5.75

1.00 1.00

1.50 1.50

8.50 2.50 1.00 8.50 2.50 1.00

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

9.860 t/m2

- t/m2

32.894 t/m2

39.669 t/m2

- t/m2

42.379 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

-

- 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



Structure20/

a) Section C - C

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

1 1.500 x 1.00 x 2.40 3.600 0.500 1.800

1.000 x 1.00 x 2.40 x 0.50 1.200 0.333 0.400

2 -39.669 x 1.00 -39.669 0.500 -19.835

-2.710 x 1.00 x 0.50 -1.355 0.667 -0.903

T o t a l -36.224 -18.538

Sce = -36.224 ton Mce = -18.538 ton m

b) Section D - D

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

3 1.500 x 8.50 x 2.40 30.600 4.250 130.050

1.000 x 8.50 x 2.40 x 0.50 10.200 2.833 28.900

4 11.250 x 8.50 x 1.90 181.900 4.250 773.075

1.000 x 8.50 x 2.00 x 0.50 8.500 5.667 48.167

5 -9.860 x 8.50 -83.810 4.250 -356.193

-23.034 x 8.50 x 0.50 -97.896 2.833 -277.371

T o t a l 49.494 346.628

Sde = 49.494 ton Mde = 346.628 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 21.939 21.939 37.487 11.442 11.442 19.128

Section B - B 179.274 179.274 302.108 45.829 45.829 75.203

Section C - C 15.649 15.541 18.538 30.628 30.406 36.224

Section D - D 224.554 225.616 346.628 33.936 33.759 49.494

(2) Design bending moment and shear force

Description Bending Moment Shear Force

Normal Seismic Normal Seismic

Section A - A 21.939 37.487 11.442 19.128

Section B - B 179.274 302.108 45.829 75.203

Section C - C 15.649 18.538 30.628 36.224

Section D - D 179.274 302.108 33.936 49.494

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

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

161204550.xls.ms_office-7/30/2013



Reinforcement Bar Arrangement and Stress

Normal ConditionName of Structure : D4 - Kolam Olak


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

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

back front back front lower upper

Bending moment M kgfcm 2,193,908 17,927,397 1,564,857 17

Shearing force (joint) S kgf 11,442 45,829 30,628

Axial force N kgf 0 0 0

Height of member h cm 173.3 250.0 250.0

Covering depth d' cm 7.0 7.0 10.0

Effective height d cm 166.3 243.0 240.0

Effective width b cm 100.0 100.0 100.0

Young's modulus ratio n - 24 24 24

Required R-bar Asreq cm2 7.88 43.05 3.75

47.74

R-bar arrangement 25~125 25~250 22~120 25~250 25~250 25~250 2?

Reinforcement As cm2 39.27 19.63 31.68 19.63 19.63 19.63

Perimeter of R-bar U ｃｍ 62.83 ok 57.60 ok 31.42 ok

Dist. from neutral axis x cm 47.36 53.66 43.08

Compressive stress sc kgf/cm2 6.2 29.7 3.2

Allowable stress sca kgf/cm2 60.0 60.0 60.0

ok ok ok

Tensile stress ss kgf/cm2 371.1 2514.0 353.2

Allowable stress ssa kgf/cm2 1850.0 1850.0 1850.0

ok check ok

Shearing stress at joint t kgf/cm2 0.69 1.89 1.28

Allowable stress ta kgf/cm2 5.50 5.50 5.50

ok ok ok

Resisting Moment Mr kgfcm 9,474,069 11,951,949 6,195,675 15

Mr for compression Mrc kgfcm 9,474,069 21,684,038 12,974,649 23

x for Mrc cm 35.274 44.749 32.443

ss for Mrc kgf/cm2 2694.8 4237.9 4956.9

Mr for tensile Mrs kgfcm 10,274,372 11,951,949 6,195,675 15

x for Mrs cm 43.694 51.796 36.855

sc for Mrs kgf/cm2 58.5 32.0 26.5

Distribution bar (>As/6 and >Asmin) 6.54 3.27 5.28 3.27 3.27 3.27

16~300 16~300 16~300 16~300 16~300 16~300 1


ok ok ok ok ok ok

Minimum requirement of distribution bar As min = 4.50 cm2



Reinforcement Bar Arrangement and Stress

Seismic ConditionName of Structure : D4 - Kolam Olak


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

back front back front lower upper

Bending moment M kgfcm 3,748,721 30,210,753 1,853,785 30

Shearing force (joint) S kgf 19,128 75,203 36,224

Axial force N kgf 0 0 0

Height of member h cm 173.3 250.0 250.0

Covering depth d' cm 7.0 7.0 10.0

Effective height d cm 166.3 243.0 240.0

Effective width b cm 100.0 100.0 100.0

Young's modulus ratio n - 16 16 16

Required R-bar Asreq cm2 8.83 47.74 2.93

R-bar arrangement 25~125 25~250 22~120 25~250 25~250 25~250 2?


Perimeter of R-bar U ｃｍ 62.83 57.60 31.42

Dist. from neutral axis x cm 39.87 44.82 35.82

Compressive stress sc kgf/cm2 12.3 59.1 4.5

Allowable stress sca kgf/cm2 90.0 90.0 90.0

ok ok ok

Tensile stress ss kgf/cm2 623.7 4181.8 414.0

Allowable stress ssa kgf/cm2 2775.0 2775.0 2775.0

ok check ok

Shearing stress at joint t kgf/cm2 1.15 3.09 1.51

Allowable stress ta kgf/cm2 8.25 8.25 8.25

ok ok ok

Resisting Moment Mr kgfcm 11,819,867 16,795,973 8,719,194 21

Mr for compression Mrc kgfcm 11,819,867 25,783,191 15,517,219 28

x for Mrc cm 29.514 36.600 26.549

ss for Mrc kgf/cm2 3382.1 5199.2 6084.6

Mr for tensile Mrs kgfcm 14,014,672 16,795,973 8,719,194 21

x for Mrs cm 35.242 41.359 29.524

sc for Mrs kgf/cm2 96.1 56.3 46.9

Distribution bar (>As/6 and >Asmin) 16~300 16~300 16~300 16~300 16~300 16~300 1


Minimum requirement of distribution bar As min = 4.50 cm2



( )

+

D25~125D25~250

D16~300

D16~300

D22~120 D25~250

D16~300

D16~300

D16~300 D16~300

D25~125 D25~250

+

+

D25~250

D16~300 D25~250 D16~300

concrete = m3reinforcement = kg

cost estimate = kg/m3

Reinforcement Bar ArrangementD4 - Kolam Olak

1.50 1.00 0.00

12.50

-1.25

1.00

Randangan

8.25

5.50

13.75

1.50

1.75

34

451,537


2.50

12.00

8.50 1.00

D

A A

B BC

CD

161204550.xls.ms_office-7/30/2013



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

Retaining Wall Kolam Olak 23-12-2012