dp-1 ok

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1/23

concrete = 41 x 1,000,000 = 41,250,000 57%

reinforcement = 866 x 18,000 = 15,595,416 22%

bekisting = 15,595,416 22%

Rp 72,440,832 ,- /m'

reinforcement = 21 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

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0.00 0.00

0.00 2.00

0.50 3.00

0.50 11.00

1.50 11.00

3.50 3.00

9.50 2.00

9.50 0.00

1 0.00 0.00

1 0.00 4.00

2 0.50 4.00

1 0.50 7.50

2 9.50 7.50

1 0.00 6.50

2 0.50 6.50

U su 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

sa = 0.58 su

sa

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Lokasi : Randangan

Elevasi Dinding atas = m

- u u Elevasi Lantai = mMuka air tanah = mMuka air sungai = m Kondisi debit norma

Elevasi Pondasi = m h =

Dimensi (unit l

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 =Tanah timbunan gc = t/m gw =

gsoil = t/m

gsat = m a = (untuk analisa st

f =o

a =o

(untuk analisa st

c = t/m2

b =o

Tanah fondasigs' = t/m Faktor aman (normal) (seis

fB = Guling e

Koefisien gesekan Daya dukung tanah fondasi

m = qmax >

Koefisien tekanan ke atas Tegangan ijin

Um = Beton tekan sca =Cover of bar Baja ssa =

Dinding Beton geser ta =

dback = cm Young's modulus ratio

dfront = cm

Kaki fondasidupper = cm

dlower = cm

9.50

4.00

35.0

6.00

11.00

Potongan Melintang

4.00

1

7

10

8.

B/3=

1.00

qa=qu/3 qae=

1.

0.55

10

10

1850

5.5

24

0.95

30.00

0.00

1.75

127

0.15

1.95

14.04

1.30

75

1.

1.

3.00

2.00

0.

2.00

B/6=1.83

0.50

1.00

7.50

15.00

8.0011.50

10.50

3.

11.00

1.

2.00 0.

2.40

6.

0.2

b12

H=h1

h31

b21 b23

q (t/m2)

h4

b11 b13

b22

h32

hw1

hw2

B

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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!

0.55 1.58 1.39 3.17

17.91 59.22 9.31

1.35 1.25

88.83

26.77 59.22 34.53 88.83

16.95 2.00

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Stressing of Reinforcement and Concrete

Name of Structure :

Location :

Normal Condition Allowable compressive stress ( ca) = kg/cmAllowable tensile stress ( sa) = kg/cmAllowable 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 22 - D 22 - D 22 -

Bar (As2) D 22 - D 22 - D 22 -

Stress c OK! OK!

Stress s OK! OK!

Stress OK! OK!

Seismic Condition Allowable compressive stress ( ca) = kg/cmAllowable tensile stress ( sa) = kg/cmAllowable 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 22 - D 22 - D 22 -

Bar (As2) D 22 - D 22 - D 22 -

Stress c OK! OK!

Stress s OK! OK!

Stress OK! OK!0.44 1.32 0.48

0.20 0.65 0.35

2775

Section A-A Section B-B Sectio

100.0

187.5

7.0

300

7.0

5.5

24

75

1850

100.0

300.0

10.0

180.5

4

4

300

D1 - Hulu

Randangan

10.0

100.0

300.0

10.0

10.0

290.0

3

10

113

293.0

52

19

150

Section of Retaining wall

7 0

207 75747

300

2

100.0 100.0 100.0

8.25

16

Section A-A Section B-B Sectio

7.0 7.0 10.0

187.5 300.0 300.0

180.5 293.0 290.0

10.0 10.0 10.0

8 39 14

10 113 4

Section of Retaining wall 300 300

300 150

5 18 1

476 1605 101

D C

BB

A A

CD

D C

BB

A A

CD

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St

1. Design Data

1.1 Dimensions

B = 9.50 m H = 11.00 m

L = 1.00 m (unit length)

b11 = 2.00 m b21 = 6.00 m

b12 = 1.00 m b22 = 3.00 m

b13 = 0.00 m b23 = 0.50 m

h1 = 11.00 m h4 = 4.00 m

h31 = 2.00 m hw1 = 7.50 m

h32 = 1.00 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 = 1.75 t/m gs' = 0.95 t/m (=gsat-gw) Overturning

gsat = 1.95 t/m cB = 0.00 t/m normal |e| 1.25

a = 1.300o

(for stability analysis) Reaction of foundation soil

= 14.036o

(for structural analysis) normal qmax

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Stability

(1) Vertical Load

No. Description W X W x X

1 2.00 x 6.00 x 2.40 28.800 6.500 187.20

2 3.00 x 3.00 x 2.40 21.600 2.000 43.20

3 2.00 x 0.50 x 2.40 2.400 0.250 0.60

4 0.50 x 1.00 x 6.00 x 2.40 7.200 5.500 39.60

5 0.50 x 1.00 x 0.50 x 2.40 0.600 0.167 0.10

6 0.50 x 8.00 x 2.00 x 2.40 19.200 2.833 54.40

7 8.00 x 1.00 x 2.40 19.200 1.000 19.20

8 0.50 x 8.00 x 0.00 x 2.40 0.000 0.500 0.009 0.50 x 8.00 x 2.00 x 1.75 14.000 2.833 39.67

10 6.00 x 3.50 x 1.75 36.750 6.500 238.88

11 6.00 x 4.50 x 1.95 52.650 6.500 342.23

12 0.50 x 6.00 x 1.00 x 1.95 5.850 7.500 43.88

q 0.50 x 8.00 4.000 5.500 22.00

T o t a l(1 to q) 212.250 1,030.96

Pu1 7.50 x 9.50 x 0.50 x -1.00 -35.625 6.333 -225.63

Pu2 6.50 x 9.50 x 0.50 x -1.00 -30.875 3.167 -97.77

Total ( 1 to Pu2) 145.750 707.56

(2) Horizontal Load

Coefficient of Active earth pressure

Ka =

(for stability analysis)

a = 1.300o

d = 0.000o

Cos2(f -a) = 0.692 Sin(f+d) = 0.574

Cos2a = 0.999 Sinf = 0.574

Cos(a+d) = 1.000 Cosa = 1.000

Ka = 0.280 for stability analysis

(for structural analysis)

a = 14.036o

d = 23.333o

Cos2

(f -a) = 0.872 Sin(f+d) = 0.851Cos

2a = 0.941 Sinf = 0.574

Cos(a+d) = 0.795 Cosa = 0.970

Ka' = 0.361 for structural analysis

Coefficient of Passive earth pressure

Kp =

a = 1.300o

d = 0.000o

Cos2(f+a) = 0.650 Sin(f+d) = 0.574

Cos2a = 0.999 Sinf = 0.574

Cos(a -d) = 1.000 Cosa = 1.000

Kp = 3.585

qa1 = Ka x q = 0.140 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 1.713 ton/m

qa3 = qa1 + qa2 = 1.852 ton/m

qa4 = Ka x hw1x (gsat- gw) = 1.992 ton/m

qw 1 = hw1x gw = 7.500 ton/m

qw 2 = hw2x gw = 6.500 ton/m

qp1 = Kp x h4x (gsat- gw) = 13.624 ton/m

2

Cos2(f -a)

Cos2ax Cos(a+d) x 1+Sin(f+d) x Sinf

Cos(a+d) x Cosa

2

Cos2(f+a)

Cos2ax Cos(a -d) x 1 -Sin(f+d) x Sinf

Cos(a -d) x Cosa

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Stability8/

No. Description H Y H x Y

Pa1 0.140 x 3.50 0.489 9.250 4.53

Pa2 1.713 x 3.50 x 0.50 2.997 8.667 25.97

Pa3 1.852 x 7.50 13.892 3.750 52.10

Pa4 1.992 x 7.50 x 0.50 7.470 2.500 18.68

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 -13.624 x 4.00 x 0.50 -27.248 1.333 -36.32

T o t a l 4.601 89.49

(3) Stability Calculation

a) Stability against overturning

a) -1 Without Uplift

B = 9.50 m

SW x X - SH x Y 1,030.96 - 89.49

X = = = 4.436 m

SW 212.250

B 9.50

e = - X = - 4.436 = 0.314 m < B/6 = 1.583 m OK !

2 2

a) -2 With Uplift

B = 9.50 m

SW x X - SH x Y 707.56 - 89.49X = = = 4.241 m

SW 145.750

B 9.50

e = - X = - 4.241 = 0.509 m < B/6 = 1.583 m OK !

2 2

b) Stability against sliding

b)-1 Without Uplift

Sliding force : SH = 4.601 ton

Resistance : HR = mx SW = 0.55 x 212.250 = 116.738 ton

(friction coefficient : m= 0.55 )

HR 116.738

Fs = = = 25.374 > 2.00 OK !SH 4.601

b)-2 With Uplift




HR 80.163

Fs = = = 17.424 > 2.00 OK !

SH 4.601

c) Reaction of foundation soil

SW 6 x e

q1,2 = x (1 + )

B B

212.250 6 x 0.314

q1 = x (1 + ) = 26.773 t/m2

< qa = 59.217 t/m2

OK !

9.50 9.50

212.250 6 x 0.314

q2 = x (1 - ) = 17.911 t/m2

< qa = 59.217 t/m2

OK !

9.50 9.50

17.911 t/m2

- t/m2

26.773 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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Stab

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

2.00

q = 0.50 t/m2

1.00

0.00

11.00 8.00

1.00

7.50

4.00 6.50

2.00

6.00 3.00 0.50

Acting Load in Case 2

(1) Vertical Load

No. Description W X W x X

1 2.00 x 6.00 x 2.40 28.800 6.500 187.202 3.00 x 3.00 x 2.40 21.600 2.000 43.20

3 2.00 x 0.50 x 2.40 2.400 0.250 0.60

4 0.50 x 1.00 x 6.00 x 2.40 7.200 5.500 39.60

5 0.50 x 1.00 x 0.50 x 2.40 0.600 0.167 0.10

6 0.50 x 8.00 x 2.00 x 2.40 19.200 2.833 54.40

7 8.00 x 1.00 x 2.40 19.200 1.000 19.20

8 0.50 x 8.00 x 0.00 x 2.40 0.000 0.500 0.00

9 0.50 x 8.00 x 2.00 x 1.75 14.000 2.833 39.67

10 6.00 x 3.50 x 1.75 36.750 6.500 238.88

11 6.00 x 4.50 x 1.95 52.650 6.500 342.23

12 0.50 x 6.00 x 1.00 x 1.95 5.850 7.500 43.88

T o t a l (1 to 12) 208.250 1008.96

Pu1 7.50 x 9.50 x 0.50 x -1.00 -35.625 6.333 -225.63

Pu2 6.50 x 9.50 x 0.50 x -1.00 -30.875 3.167 -97.77

Total ( 1 to Pu2) 141.750 685.56

(2) Horizontal Load


Ka = 0.280 (for stability analysis)

Ka ' = 0.361 (for structural analysis)


Kp = 3.585

qa1 = Ka x q = 0.140 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 1.713 ton/m

qa3 = qa1 + qa2 = 1.852 ton/mqa4 = Ka x hw1x (gsat- gw) = 1.992 ton/m

qw 1 = hw1x gw = 7.500 ton/m

qw2 = hw2x gw = 6.500 ton/m



Pa1 0.140 x 3.50 0.489 9.250 4.53

Pa2 1.713 x 3.50 x 0.50 2.997 8.667 25.97

Pa3 1.852 x 7.50 13.892 3.750 52.10

Pa4 1.992 x 7.50 x 0.50 7.470 2.500 18.68

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 -13.624 x 4.00 x 0.50 -27.248 1.333 -36.32

T o t a l 4.601 89.49

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 Pu2qu1

Pu1

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Stability10/



a)-1 Without Uplift

B = 9.50 m

SW x X - SH x Y 1,008.96 - 89.49

X = = = 4.415 m

SW 208.250

B 9.50

e = - X = - 4.415 = 0.335 m < B/6 = 1.583 m OK !

2 2

a)-2 With Uplift

B = 9.50 m

SW x X - SH x Y 685.56 - 89.49

X = = = 4.205 m

SW 141.750

B 9.50

e = - X = - 4.205 = 0.545 m < B/6 = 1.583 m OK !

2 2


b)-1 without Uplift Pressure




HR 114.538

Fs = = = 24.90 > 2.00 OK !

SH 4.601

b)-2 with Uplift Pressure




HR 77.963

Fs = = = 16.95 > 2.00 OK !

SH 4.601


SW 6 x e

q1,2 = x (1 + )

B B

208.250 6 x 0.335

q1 = x (1 + ) = 26.559 t/m2

< qa = 59.217 t/m2

OK !

9.50 9.50

208.250 6 x 0.335

q2 = x (1 - ) = 17.283 t/m2

< qa = 59.217 t/m2

OK !

9.50 9.50

17.283 t/m2

- t/m2

26.559 t/m2

- t/m2

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



187568489.xls.ms_office-11/11/2013

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Stab

2.3 Case 3 (Seismic condition)

2.00

1.00

0.00

11.00 8.00

1.00

7.50

4.00 6.50

2.00

6.00 3.00 0.50

Acting Load in Case 3

(1) Vertical Load = Same as Case 2

(2) Horizontal Load

f = 35.00o

a = 1.300o

(for stability analysis) F = 13.275o

b = 0.00o

a = 14.036o

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

q = 0.00 t/m2(for seismic condition) Kh = 0.24


Kae =

(for stability analysis)

a = 0.000 o d = 32.53 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 ) = 0.230 Sin f = 0.574

Sin D = 0.401 then D = 23.64

Sin(F+D-b) = 0.601 Cos(F+D-b)= 0.800

tand = 0.638

Cos2(f-F-a)= 0.863 Sin(f+d) = 0.924

CosF = 0.973 Sin(f-b-F) = 0.370

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d+F = 0.697

Kae = 0.440 (for stability analysis)

(for structural analysis)

a = 14.036o

d = 17.50o

Cos2(f-F-a)= 0.982 Sin(f+d) = 0.793

CosF = 0.973 Sin(f-b-F) = 0.370

Cos2a = 0.941 Cos(a-b) = 0.970

Cos(a+d+F)= 0.709

2

Cos2(f-F-a)

CosFx Cos2ax 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

8

4

11

Pw2

qw2

Pp1

qp1Pu1

qu2 Pu2qu1

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Stability12

Kae = 0.554 (for structural analysis)


Kpe =

a = 0.000o

d = 32.53o

Cos2(f-F+a)= 0.863 Sin(f-d) = 0.043

CosF = 0.973 Sin(f+b-F) = 0.370

Cos2a = 1.000 Cos(a-b) = 1.000

Cos(a+d-F)= 0.944

Kpe = 1.241

qa1 = Kae x ( h1- hw1) x gsoil = 2.695 ton/m

qa2 = qa2 = 2.695 ton/m

qa3 = Kae x hw1x (gsat- gw) = 3.135 ton/m

qw 1 = hw1x gw = 7.500 ton/m

qw 2 = hw2x gw = 6.500 ton/m



1 0.24 x 28.80 6.795 1.000 6.79

2 0.24 x 21.60 5.096 1.500 7.64

3 0.24 x 2.40 0.566 1.000 0.57

4 0.24 x 7.20 1.699 2.333 3.96

5 0.24 x 0.60 0.142 2.333 0.33

6 0.24 x 19.20 4.530 5.667 25.67

7 0.24 x 19.20 4.530 7.000 31.71

8 0.24 x 0.00 0.000 5.667 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 2.70 x 3.50 4.716 8.667 40.87

pa2 2.70 x 7.50 20.213 3.750 75.80

Pa3 0.50 x 3.135 x 7.50 11.756 2.500 29.39

Pp1 -4.716 x 4.00 x 0.50 -9.432 4.000 -37.73T o t a l 57.611 209.56



a)-1 Without Uplift

B = 9.50 m

SW x X - SH x Y 1,008.96 - 209.56

X = = = 3.839 m

SW 208.250

B 9.50

e = - X = - 3.839 = 0.911 m < B/3 = 3.167 m OK !

2 2

a)-2 With Uplift

B = 9.50 m

SW x X - SH x Y 685.56 - 209.56

X = = = 3.358 m

SW 141.750

B 9.50

e = - X = - 3.358 = 1.392 m < B/3 = 3.167 m OK !

2 2

2

Cos2(f-F+a)

CosFx Cos2ax 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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Stability13


b)-1 Without Uplift




HR 114.538

Fs = = = 1.99 > 1.25 OK !

SH 57.611

b)-2 With Uplift Sliding force : SH = 57.611 ton



HR 77.963

Fs = = = 1.35 > 1.25 OK !

SH 57.611


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

SW 6 x e

q1,2 = x (1 + )

B B

208.250 6 x 0.911

q1 = x (1 + ) = 34.534 t/m2

< qae = 88.825 t/m2

OK !

9.50 9.50

208.250 6 x 0.911

q2 = x (1 - ) = 9.308 t/m2

< qae = 88.825 t/m2

OK !

9.50 9.50

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

2 x SW

q1' = = = - t/m2

qae = - t/m2

3 x (B/2-|e|)

9.308 t/m2

34.534 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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Stability14

2.4 Bearing Capacity of soil

(1) Design Data

fB = 30.00o cB = 0.00 t/m gs' = 0.95 t/m (=gsat-gw)

B = 9.50 m z = 4.00 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 = (ax c x Nc) + (gsoil' x z x Nq) + (bx gsoilx 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

(ax c x Nc) = 0.000

(gsoilx z x Nq) = 87.400

(bx gsoilx B x Ng) = 90.250

qu = 177.650 t/m2

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

qa = qu / 3 = 59.217 t/m2

(safety factor = 3 , normal condition)

qae = qu / 2 = 88.825 t/m2

(safety factor = 2 , seismic condition)

187568489.xls.ms office-11/11/2013

8/14/2019 DP-1 ok

15/23

Structur

3. Structure Calculation

3.1 Normal Condition

(1) Wall 2.00

q = 0.50 t/m2

1.00

0.00

8.00

4.50 3.50

1.00

2.00 2.00

6.00 3.00 0.50

Load Diagram on Wall in Normal Condition

Ka = 0.361

a = 14.036o

d = 23.33o

cos (a+d) = 0.795

Kha = Ka x cos (a+d) = 0.287

a) Section A - A

h = 3.50 m

qa1 = Khax q = 0.144 ton/m

qa2 = Khax h x gsoil = 1.759 ton/m

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

Pa1 0.144 x 3.50 0.503 1.750 0.880

Pa2 1.759 x 3.50 x 0.50 3.079 1.167 3.592

T o t a l 3.581 4.471

Sa = 3.581 ton Ma = 4.471 ton m

b) Section B - B

h = 3.50 m hw1 = 4.50 m hw2 = 3.50 m

qa1 = Khax q = 0.144 ton/m

qa2 = Khax h x gsoil = 1.759 ton/m

qa3 = qa1 + qa2 = 1.903 ton/m

qa4 = Khax hw2x (gsat- gw) = 1.228 ton/m



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

Pa1 0.144 x 3.50 0.503 6.250 3.142

Pa2 1.759 x 3.50 x 0.50 3.079 5.667 17.446

Pa3 1.903 x 4.50 8.563 2.250 19.267

Pa4 1.228 x 4.50 x 0.50 2.763 1.500 4.144

Pw1 4.500 x 4.50 x 0.50 10.125 1.500 15.188

Pw2 -3.500 x 3.50 x 0.50 -6.125 1.167 (7.146)

T o t a l 18.907 52.040

Sb = 18.907 ton Mb = 52.040 ton m

qa1

qa4 qa3qw1

Pw1 Pa4

Pa2

Pa1

qa2

Pa3 B

A

B

A

Pw2

qw2

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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

3.50 3.50

4.50 4.50

1.00 1.00

2.00 2.00

6.00 3.00 0.50 6.00 3.00 0.50

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

17.911 t/m2

17.283 t/m2

23.508 t/m2

23.142 t/m2

26.307 t/m2

26.071 t/m2

26.773 t/m2

26.559 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 2.000 x 0.50 x 2.40 2.400 0.250 0.600

1.000 x 0.50 x 2.40 x 0.50 0.600 0.167 0.100

2 -26.307 x 0.50 -13.153 0.250 -3.288

-0.466 x 0.50 x 0.50 -0.117 0.333 -0.039

T o t a l -10.270 -2.627

Case 2 (without vertical live load)

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

1 2.000 x 0.50 x 2.40 2.400 0.250 0.600

1.000 x 0.50 x 2.40 x 0.50 0.600 0.167 0.100

2 -26.071 x 0.50 -13.035 0.250 -3.259

-0.488 x 0.50 x 0.50 -0.122 0.333 -0.041

T o t a l -10.157 -2.600

Case 1 Sc = -10.270 ton Mc = -2.627 ton m

Case 2 Sc = -10.157 ton Mc = -2.600 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

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Structure

b) Section D - D

Case 1 (with vertical live load)

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

3 2.000 x 6.00 x 2.40 28.800 3.000 86.400

1.000 x 6.00 x 2.40 x 0.50 7.200 2.000 14.400

4 3.500 x 6.00 x 1.75 36.750 3.000 110.250

4.500 x 6.00 x 1.95 52.650 3.000 157.950

1.000 x 6.00 x 1.95 x 0.50 5.850 4.000 23.400

5 0.500 x 6.00 3.000 3.000 9.000

6 -17.911 x 6.00 -107.466 3.000 -322.398

-5.597 x 6.00 x 0.50 -16.791 2.000 -33.582

T o t a l 9.993 45.420

Case 2 (without vertical live load)

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

3 2.000 x 6.00 x 2.40 28.800 3.000 86.400

1.000 x 6.00 x 2.40 x 0.50 7.200 2.000 14.400

4 3.500 x 6.00 x 1.75 36.750 3.000 110.250

4.500 x 6.00 x 1.95 52.650 3.000 157.950

1.000 x 6.00 x 1.95 x 0.50 5.850 4.000 23.400

6 -17.283 x 6.00 -103.698 3.000 -311.094

-5.859 x 6.00 x 0.50 -17.576 2.000 -35.151

T o t a l 9.976 46.155

Case 1 Sd = 9.993 ton Md = 45.420 ton m

case 2 Sd = 9.976 ton Md = 46.155 ton m

3.2 Seismic Condition

(1) Wall 2.00

1.00

0.00

8.009.00

4.50 3.50

1.00

2.00 2.00

6.00 3.00 0.50

Load diagram on Wall for Seismic case

Kae = 0.554

a = 14.036o

d = 17.50o

cos (a+d) = 0.852Khea = Kae x cos (a+d) = 0.472 Kh = 0.24

a) Section A - A

h = 3.50 m

qa1 = Khaex h x gsoil = 2.892 t/m

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

1 0.500 x 3.500 x 0.875 x 2.400 x 0.236 0.867 1.167 1.012

2 3.500 x 1.000 x 2.400 x 0.236 1.982 1.750 3.468

3 0.500 x 3.500 x 0.000 x 2.400 x 0.236 0.000 1.167 0.000

Pa1 2.892 x 3.500 x 0.500 5.061 1.167 5.905

T o t a l 7.910 10.385

Sae = 7.910 ton Mae = 10.385 ton mb) Section B - B

2

Pa2

Pa1

qa2

qa1

qa3

Pa3

A A

B B

1 3

Pw1 Pw2

qw2qw1

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Stru

h = 3.50 m hw1 = 4.50 m hw2 = 3.50 m

qa1 = Khaex h x gsoil = 3.393 t/m

qa2 = qa1 = 3.393 t/m

qa3 = Khaex hw1x ( gsat - gw) = 2.019 t/m



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

Pa1 3.393 x 3.50 x 0.50 5.938 5.667 33.650

Pa2 3.393 x 4.50 15.270 2.250 34.357

Pa3 2.019 x 4.50 x 0.50 4.542 1.500 6.813

Pw1 4.500 x 4.50 x 0.50 10.125 1.500 15.188

Pw2 -3.500 x 3.50 x 0.50 -6.125 1.167 -7.146

1 0.500 x 8.00 x 2.00 x 2.40 x 0.24 4.530 2.667 12.080

2 8.000 x 1.00 x 2.40 x 0.24 4.530 4.000 18.120

3 0.500 x 8.00 x 0.00 x 2.40 x 0.24 0.000 2.667 0.000

T o t a l 38.809 113.060

Sbe = 38.809 ton Mbe = 113.060 ton m

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

3.50 3.50

4.50 4.50

1.00 1.00

2.00 2.00

6.00 3.00 0.50 6.00 3.00 0.50

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

9.308 t/m2

- t/m2

25.240 t/m2

33.206 t/m2

- t/m2

34.534 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

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Structure19/

a) Section C - C

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

1 2.000 x 0.50 x 2.40 2.400 0.250 0.600

1.000 x 0.50 x 2.40 x 0.50 0.600 0.167 0.100

2 -33.206 x 0.50 -16.603 0.250 -4.151

-1.328 x 0.50 x 0.50 -0.332 0.333 -0.111

T o t a l -13.935 -3.561

Sce = -13.935 ton Mce = -3.561 ton m

b) Section D - D

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

3 2.000 x 6.00 x 2.40 28.800 3.000 86.400

1.000 x 6.00 x 2.40 x 0.50 7.200 2.000 14.400

4 8.000 x 6.00 x 1.86 89.400 3.000 268.200

1.000 x 6.00 x 1.95 x 0.50 5.850 4.000 23.400

5 -9.308 x 6.00 -55.848 3.000 -167.544

-15.932 x 6.00 x 0.50 -47.797 2.000 -95.593

T o t a l 27.605 129.263

Sde = 27.605 ton Mde = 129.263 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 4.471 4.471 10.385 3.581 3.581 7.910

Section B - B 52.040 52.040 113.060 18.907 18.907 38.809

Section C - C 2.627 2.600 3.561 10.270 10.157 13.935

Section D - D 45.420 46.155 129.263 9.993 9.976 27.605

(2) Design bending moment and shear force

Description Bending Moment Shear Force

Normal Seismic Normal Seismic

Section A - A 4.471 10.385 3.581 7.910

Section B - B 52.040 113.060 18.907 38.809

Section C - C 2.627 3.561 10.270 13.935

Section D - D 46.155 113.060 9.993 27.605

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

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

187568489.xls.ms_office-11/11/2013

8/14/2019 DP-1 ok

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Reinforcement Bar Arrangement and Stress

Normal ConditionName of Structure : D1 - Hulu

Location : Randangan

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 447,148 5,204,020 262,719 4

Shearing force (joint) S kgf 3,581 18,907 10,270

Axial force N kgf 0 0 0

Height of member h cm 187.5 300.0 300.0

Covering depth d' cm 7.0 7.0 10.0

Effective height d cm 180.5 293.0 290.0

Effective width b cm 100.0 100.0 100.0

Young's modulus ratio n - 24 24 24

Required R-bar Asreq cm2 1.42 10.23 0.51

R-bar arrangement 22~300 22~300 22~150 22~300 22~300 22~300 2

Reinforcement As cm2 12.67 12.67 25.34 12.67 12.67 12.67

Perimeter of R-bar U 23.04 ok 46.08 ok 23.04 ok

Dist. from neutral axis x cm 30.23 53.93 39.07

Compressive stress sc kgf/cm2 1.7 7.0 0.5

Allowable stress sca kgf/cm2 75.0 75.0 75.0

ok ok ok

Tensile stress ss kgf/cm2 207.1 746.7 74.9

Allowable stress ssa kgf/cm2 1850.0 1850.0 1850.0

ok ok ok

Shearing stress at joint t kgf/cm2 0.20 0.65 0.35

Allowable stress ta kgf/cm2 5.50 5.50 5.50

ok ok ok

Resisting Moment Mr kgfcm 2,885,222 10,108,045 4,264,120 10

Mr for compression Mrc kgfcm 8,110,621 26,823,667 15,693,842 26

x for Mrc cm 22.329 41.767 28.125

ss for Mrc kgf/cm2 6608.3 6180.5 8323.5

Mr for tensile Mrs kgfcm 2,885,222 10,108,045 4,264,120 10

x for Mrs cm 25.187 47.461 31.017

sc for Mrs kgf/cm2 24.5 26.6 18.8

Distribution bar (>As/6 and >Asmin) 2.11 2.11 4.22 2.11 2.11 2.11

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

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Reinforcement Bar Arrangement and Stress

Seismic ConditionName of Structure : D1 - Hulu

Location : Randangan

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 1,038,452 11,306,035 356,143 11

Shearing force (joint) S kgf 7,910 38,809 13,935

Axial force N kgf 0 0 0

Height of member h cm 187.5 300.0 300.0

Covering depth d' cm 7.0 7.0 10.0

Effective height d cm 180.5 293.0 290.0

Effective width b cm 100.0 100.0 100.0

Young's modulus ratio n - 16 16 16

Required R-bar Asreq cm2 2.17 14.65 0.46

R-bar arrangement 22~300 22~300 22~150 22~300 22~300 22~300 2


Perimeter of R-bar U 23.04 46.08 23.04

Dist. from neutral axis x cm 25.10 44.86 32.32

Compressive stress sc kgf/cm2 4.8 18.1 0.8

Allowable stress sca kgf/cm2 112.5 112.5 112.5

ok ok ok

Tensile stress ss kgf/cm2 476.1 1604.5 100.7

Allowable stress ssa kgf/cm2 2775.0 2775.0 2775.0

ok ok ok

Shearing stress at joint t kgf/cm2 0.44 1.32 0.48

Allowable stress ta kgf/cm2 8.25 8.25 8.25

ok ok ok

Resisting Moment Mr kgfcm 4,181,747 14,631,463 6,158,619 14

Mr for compression Mrc kgfcm 10,309,299 33,907,690 19,422,528 33

x for Mrc cm 18.654 34.848 23.234

ss for Mrc kgf/cm2 8280.8 7734.9 10313.9

Mr for tensile Mrs kgfcm 4,181,747 14,631,463 6,158,619 14

x for Mrs cm 20.582 38.691 25.179

sc for Mrs kgf/cm2 42.6 46.0 33.3

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

8/14/2019 DP-1 ok

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( )

+

D22~300D22~300

D16~300

D16~300

D22~150 D22~300

D16~300

D16~300

D16~300 D16~300

D22~150 D22~300

+

+

D22~300

D16~300 D22~300 D16~300

concrete = m3reinforcement = kg

= kg/m3

2.00

8.00

Reinforcement Bar ArrangementD1 - Hulu

2.00 1.00 0.00

0.50

15.00

4.00

1.00

Randangan

7.50

3.50

21

41866

Section of Retaining wall

3.00

9.50

11.00

6.00

D

A A

B BC

CD

187568489.xls.ms_office-11/11/2013

8/14/2019 DP-1 ok

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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)

dp-1 ok

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