Perhitungan Abutment

tebal

BERAT SENDIRI W lantai aspal balok pile slab trotoar sandaran

lebar

panjang

0.2 0.05 0.72 0.2

j m lh

9.6 7 9.6 1 0.24

5 5

ABUTMENT JEMBATAN No 1 2 3 4

Panjang (m) 10 10 10 10

Lebar (m) 0.20 0.20 0.20 1.000

5 5

2 2

21.37

3.33 100 0.0333

14.94 1 00 0.1494

2.7 100 0.027

25 25 25 25

(kN) 50.00 25.00 3.75 375.00 453.75

3

Tinggi (m) 1.00 0.50 0.15 1.500

Volume (m ) 2.000 1.000 0.150 15.000 18.150

BERAT ABUTMENT URUGAN TANAH 1 10 2 10 4 10

0.20 0.20 0.20

453.75

1.00 0.50 0.15

2.000 1.000 0.300 3.300

BEBAN TAMBAHAN W aspal air hujan

0.05 0.05

TEKANAN TANAH tinggi abutment (H) panjang abutment (L) γ tanah f timbunan oprit beban tambahan tekanan tanah aktif

2.5 10 19.2 30 0.6 c q

No 1 2

38.40 19.20 5.76 63.36

M OM E N 257.06 453.75 63.36 774.171

PM S

19.2 19.2 19.2 63.36

BERAT TANAH

TTL BRT SNDRI

ttl berat

MMS

25.71 -37.38 -2.05 -13.71

7 9.6

5 5

22 10

38.5 24 62.5

m m kN/m o m

0.7 1

Gaya Gaya akibat tekanan tekanan tanah tanah aktif γ tanah 0.5 19.2 0.6 1 9.2 19

PMS

H*2

q

22.01

ka

0.455

ka 6.25 2.5

L 0.455 0.455

10 10

TTA 273 131.04 404.04

Trusted by over 1 million members

Try Scribd FREE for 30 days to access over 125 million titles without ads or interruptions! Start Free Trial Cancel Anytime.

























BEBAN LALU LINTAS BTR

5.5 5.5

q 9

100% 100%

b 7

5.5 5.5

BGT

5.5 5.5

P 49

100% 100%

b 7

5.5 5.5

BGT"

1 1

FB D 0.4

BGT 306.25

428.75

beban lajur D

BTR 281.25

GAYA REM beban lajur D

gaya rem lengan momen BEBAN BERJALAN lebar trotoar panjang bentang beban merata perjalan

BGT" 428.75

0.5 0.5

BT R 281.25

5% 2.55 14.69

293.75 1.80 4.35

L P q TTP 2

1 5 5 1

BGT 306.25

293.75 14.69 4.35 63.89

5

100 30

293.75

0.79

100 45

293.75

0.79

100 60

293.75

0.79

100 90

293.75

0.79

100 120

293.75

TB MTB

5

GAYA SENTRIFUGAL 0.79

0.5

710

TD 355

773.54

515.69

386.77

257.85

193.39

50

























0.0006

1.2

900

0.0012

1.2

900

WT

I

Kh

3.75

2.43 3 7.29 1.30 2.55 3.30

GEMPA No

PMSI

257.06

1.20

PMA

31.25

1.20

TEQ (kN)

STRUKTUR ATAS 0.15 0.15 ABUTMENT 0.15 0.15 0.15

Lengan

EO

(m)

(kN.m)

45.35

2.50

113.36

5.51

2.50

13.78

8.82 4.41 0.66

2.00 1.45 1.22

17.64 6.39 0.80

66.15

0.75

49.61

6.77

1.85

12.53

1 2 3

50.00 25.00 3.75

1.20 1.20 1.20

4

375.00

1.20

A

38.40

1.20

0.15 TANAH 0.15

B

19.20

1.20

0.15

3.39

1.13

3.84

C

5.76

1.20

0.15

1.02

0.53

0.53

805.42

142.08

218.50

kombinasi pembebanan abutment Vertikal No

1 2 3

Aksi

Berat sendiri Beban mati tambahan Tekanan tanah

Kode

MS MA TA

Horisontal Tx kN

kN

Ty kN

Mx kN

Beban Tetap 774.17 31.25

-13.71 3.13 391.30

404.04 Beban Lalu Lintas

Beban lajur "D"

1 2 3

Gaya rem Beban berjalan

TD TB TP

1

Beban angin

EW

355.00

35.50 63.89 2.50

14.69 25.00 Aksi Lingkungan 3.73

























1

2

3

4

Kombinasi

MS+MA+TD+TP

TA+TB

MS+MA+ TA+TD+ TB+TP

1,185.42

418.73

482.60

MS+MA+TD+TP

TA+TB

EW

MS+MA+ TA+TD+ TB+TP

1185.42

418.73

3.73

482.60

MS+MA+TD+TP

TA

EW

1185.42

404.04

3.73

MS+MA

EQ+EQ

EQ

0%

Kombinasi

25%

Kombinasi

40%

Kombinasi

50%

805.42

617.16

142.08

MS+MA+ TA+TD+ TB+TP 482.60 MS+MA+ EQ+EQ 668.01

GAYA REAKSI TIANG A. gaya aksial maksimum yang diterima tiang 1. Vo Tx Ty Mx My n Xmax Ymax Σxi Σyi

1,185.42 kN 418.73 kN -

Vi =

kN 482.60 kN 0 6 0.5 3.5 0.5 55.13

kN buah m m m² m²

Vo

+

n Vi =

ΣXi²

1,185.42 6

+

197.57

2 Vo Tx Ty Mx My n Xmax Ymax Σxi Σyi

889.07 kN 122.37 kN 2.79 kN 361.95 kN 7.95 kN 6 buah 0.5 m 3.5 m 0.5 m² 55.13 m²

Vi =

3 Vo

711.25 kN

Vi =

y x Xma

889.07 6

0.00

+

148.18

711.25

0.00 0.25

3.97 0.25 15.89

+

3.18

























Σxi Σyi

0.5 m² 55.13 m²

4 Vo Tx Ty Mx My n Xmax Ymax Σxi Σyi

402.71 kN 308.58 kN 71.04 kN 334.00 kN 109.25 kN 6 buah 0.5 m 3.5 m 0.5 m² 55.13 m²

terhadap kekuatan bahan tiang a. tiang pancang pipa baja diameter luar (D) tebal (t) diameter dalam (d)

402.71 6

Vi =

+

67.12

40.6 0.635 40.6

54.62 0.25 218.50

2

0.635

0.25 140,000.00

3.14 0.01

1648.36 1546.85 1,115.61

A beton P beton

0.25 7,500.00

3.14 0.12

1546.85 1,214.28 910.71

P tiang

1115.61

910.71

A baja P baja

39.33

b. beton isi tiang pancang

2,026.31

c. berat sendiri tiang pancang per meter W =

Abaja 10,000

W =

0.01 10,000

x γbaja +

1.45 22.06 0.25 3.14

Qult =

0.12 10,000

77

7.96862E-07 a. metode meyerhof tahanan konos JHP A tiang k

Abeton 10,000

77 1.2143E-05

155 1826 3.14 40.6 Atiang x

100 1 1648.36 127.48 qc

SF1

15,500 1,826 1,294 1.27

+

x γbeton

25 25

0.13

JHP x

























P max jadi

286.00

P beban

P tiang 2,026.31 q uit 1,134.12

<

421.75

135.75

421.75

aman aman

b. metode schertman 4 8 x

qc 1 min qc 2

Qp pasir

fs 0-8D Qs1 fs 8D-L Qs2 Qs Qult

jadi

40.6 40.6 x.B

162.4 324.8

1.62 3.25

37.2

D + x.b

0.7 1.4

0.28 0.57

37.48 37.77

0.50 0.25

155 155

2

0.81

38.01

0.20

155

2.7

1.10

38.30

0.17

155

3.5

1.42

38.62

0.13

155

4

1.62

38.82

0.11

155

121.875 45

100

12,188

2

+

75

+

90

+

75

+

1 70 9

647.22

100

38,454.86 0.13 sondir 2 grafik alfa 0.3764 0.88 10 0 100 37.64 88.00 1.16471 0.47 10 0 100 116.47 47.00 15,703.48 4,975.92 Qp Qs 3 4,975.92 15,703.48 3 Qult 1,134.12

>

64,722.22 4,975.92

33.95

0.13 #######

1.62 20,679.40

0.13 1,150.33

6,893.13 P beban 421.75



























E EI

2.1 21,000,000 5.6

k

100000 0.000159 qc SF 10

210,000 3,341.81 D -0,75

100

21,000,000

5.6

=

β

k 4

D 1/4 EI

=

5,688.58 4

0.406 3,341.81

H izin

k

D β

1.0

=

5,688.58

jadi

H izin 3,582.27

a. Formula Converse-Labarre D 40.6 S 233 u 9.88 n 6 m 2

b. Rumus Los Angeles Grup-action Formula

>

Eg

15,500 3 10 0.645 0.406 0.645

Hn 69.79

1 1 1

(n - 1) 5 16 1080

x 90 x 90 9.88

























penulangan abutment No

Aksi

Kode

Vertikal kN

FB

Horisontal Tx kN

Beban Tetap 1,006.42 62.50

1 2 3

Berat sendiri Beban mati tambahan Tekanan tanah

MS MA TA

1.3 2 1.25

1 2 3

Beban lajur "D" Gaya rem Beban berjalan

TD TB TP

1.8 1.8 1.8

1 2

Beban angin Beban gempa Tekanan tanah (Gempa)

EW EQ

1.2 1

142.08

EQ

1

475.08

Vo

Tx

Ty

kN

kN

kN

MS+MA+TD

TA+TB

1,707.92 MS+MA+TD+ TP 1,113.92 MS+MA 1,068.92

531.49

MS+MA

TA+EQ+EQ

3

No 1

2

Kombinasi beban Komb Kombin inas asii

Komb Kombin inas asii

3


4


1,068.92

penulangan pile cap fc f

20.75 MPA 240 MPA

Ty kN

505.05 Beban Lalu Lintas 639.00 26.44 45.00 Aksi Lingkungan

TA 505.05 TA 505.05

1,122.21

Mx

kN MS+MA+TA +TD+TB 656.45 MS+MA+TA +TP 482.05 EW MS+MA+TA 4.47 477.55 MS+MA+TA EQ +EQ+EQ 142.08 1,156.14 1,

4.47 142.08

My kN

EW 12.71 EQ 218.50

























SB

100

d

876

pbalance

0.85 fy

fc

B1

0.85 24 0

20.75

0.81

14.29 240

1.4 fy

1.4 2 40

b

w

1000

fy 0.85

fc

M

0.0058

d2 0.152

240 0.85

20.75

p 0.0058

b 1000

767376.00

13.61

b. luas tulangan Asperlu d 876.0

5110

pembagi 20%

5110 000

1022

600 600

24 0

0.714

a. koefisien tahanan Mu Rn 99147727.033 0.85

fy

600 840

0 p m in

600 600

0.0425

























d

871.5

pbalance

0.85

fc

B1 fy

0.85

600

20.75 240

0.81

1.4 2 40

600 2 40

600 840

0 1.4 fy

fy

600

14.29 240

p m in

600

0.714

0.0425

1000 100000 0000 000 0

2.63 2.63

2

27960.6

0.0058

a. koefisien tahanan Mu

Rn

b 187.034 11000

w

0.85

d2 759512.25

0.000000026338

fy

M

0.85

fc 240

13.61

0.85

20.75

p 0.0058

b 11000

d 871.5

55921.25

11000

871.5

27960.625

b. luas tulangan Asperlu

2 0.00292 pembagi 20%

55921 250

11184



















































PERHITUNGAN ABUTMENT gama 25 22 25 25 25

240.00 38.50 172.80 50.00 12.82 514.12

0.6 100 0.006 X (m ) -0.40 -0.60 -0.63 0.00

luas penampang bolok 0.4 1.8 0.4 0.98 luas penampang sandaran 0.3 0.8 0.50

257.06

0.10

0.72 0. 0.392 0.24

25.71

21.57 0.22 4

Y (m ) 2.00 1.45 1.22 0.75 MOMEN

-0.60 -0.67 -0.60

1.85 1.13 0.53 MOMEN

4

Sx (m ) Sy (m ) -0.80 4.00 -0.60 1.45 -0.10 0.18 0.00 11.25 -1.50 16.88 -0.08 0.93 -37.38 -1.20 -0.67 -0.18 -2.05 -0.03

3.70 1.13 0.16 4.99 1.51 -2.05

X 1 2 3

0.2 2 0.2 2 1 3

0.3

0.2 2 0.33 2 0.2 2

0.5

0.5 0.3

4 1 2 3

0.5 0.5

























q 9

50% 50%

P 49

50% 50%

0.10

MTD 35.50

L 5

281.25

306.25

























TEW 3.73

M EW 10.59

YEO 1.54

TEO 142.08

M EO 218.50

























EW

Vo

10.59

Tx

Ty Ty

Mx

My

296.36

296.36

0.93

120.65

2.65

EW

889.07

122.37

2.79

361.95

7.95

10.59

474.17

161.62

1.49

193.04

4.24

EQ

711.25

242.42

2.24

289.56

6.36

402.71 402.71

308.58 308.58

71.04 71.04

334.00 334.00

109.25 109.25

218.50

B. gaya aksial maksimum yang diterima tiang

+

Mx x Ymax

Tx H=

ΣY²

n

























1169.01 3038.77

+

0.38

79.69

0.12

H= 286.00

0.01 1400 kg/cm2 100 140,000.00 kN/m2 75.00 kg/cm2 100.00

Tx n 308.58 6

=

51.43



























38.82 120.83

B D

0.406 37.2 37.2

33.9 33.952 52

qc 1 14 0 2

140

145

2

140

145

qc 2 147.50 148.75

310 120

143 00

























1.966099419 5,688.58

E EI nh T kriteria tiang

23500 2350 7 00

jepit 1.8 Kh 1.0

nh

3,582.27 β

yo e

Kh 4

10 2350 15913.38 37,396,445.73 1,000,000 0.0007 139.813 L 4 4 3720 > 1.8 T 139.813 251.66 zf 0.0007 D D 1/4 = EI

T 139.81 559.251

251.66 40.6 0.0043 4

0.6 25 H

yo

Kh

D

























n Momen Mx kN

My kN

Mx My n Xmax Ymax Σxi Σyi

-17.83 6.25 489.13 63.90 115.00 4.50

218.50

1. Vo Tx Ty

12.71 218.50

2 Vo Tx Ty

1,707.92 kN 531.49 kN kN 656.45 kN kN 6 buah 0.5 m 3.5 m 0.5 m² 55.13 m² 1,113.92 kN 505.05 kN 0.00 kN

Vi =

1,707.92 6 284.65

H=

Tx n 531.49 6

Vi =

1,113.92 6 185.65

























penulangan momen akibat tiang pancang n 6 x 0.1 pn 616.48 momen dan gaya geser B 10 B x1 1 t 1.05 momen ultimit x

p mx 0.750

0.5

Mt

n 6

pn 616.48

w

0.5 0.5

Bx1 1

Mp

W 131.25

x 0.5

0.032 gaya geser

W 131.25

1.3 1.3

170.63

























p mx 0.750

0.032



















































titik 0 0.5

1

0.4

0.1

berat rangka baja BERA W

























BEBA lebar t panja beban

















































1 2















































































































































































































































































































































































































































































































































































































































































































































0.0046 50.8 155,799,146.38

L 0.0044

3720

16.38

1.00 0.141 14.3819 0.010

1.00

k jadi

D β H izin 53.22

1.0

>

10.00

= Hn 0.00

143.82

0.00

50.8 0.004

1.0

53.22

























+

My x Xmax ΣXi²

+

Mx x Ymax ΣY²

+

0.00 351.56

+

30,217.91 11,859.21

0.00

=

+

2.55

10.67

0.00

+

351.56 0.00

=

+

700.12

13,318.95 11,859.21 1.12

505.50

0.00

140.77 351.56 0.40

+

10,807.23 11,859.21 0.91

473.19

























1612.99 351.56 4.59

+

+

18,129.22 11859.21 1.53

46.91

=

x 0.1

860.40

t 1.05

B 10

betom 25

131.25

1.3 1.3

85.31

10

77.51

8433.34 10

843.33

1000 1000 1000

850 100 1000

1000 843,333.7 843,333.74 4

As 750

p b d

0.01 1000 750 4375

478.00

























0.006 50% 4375 2188

65 1000 65 129.5474286

4375





























































































































































































































20

4.472136

























sondir 1 depth m 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40 3.60 3.80 4.00 4.20 4.40 4.60 4 80

C kg/cm2 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00

C +F kg/cm2

F kg kg/cm 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2 00

F total kg/cm

F

kg kg/cm2 0.00 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0 09

Fr %

sondir 2 depth m 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40 3.60 3.80 4.00 4.20 4.40 4.60 4 80

C kg/cm2 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00

























10.40 10.60 10.80 11.00 11.20 11.40 11.60 11.80 12.00 12.20 12.40 12.60 12.80 13.00 13.20 13.40 13.60 13.80 14.00 14.20 14.40 14.60 14.80 15.00 15.20 15.40 15.60 15 80

1.00 1.00 1.00 5.00 10.00 5.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00

2.00 2.00 2.00 10.00 15.00 10.00 5.00 5.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2 00

0.09 0.09 0.09 0.46 0.46 0.46 0.27 0.27 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0 09

10.40 10.60 10.80 11.00 11.20 11.40 11.60 11.80 12.00 12.20 12.40 12.60 12.80 13.00 13.20 13.40 13.60 13.80 14.00 14.20 14.40 14.60 14.80 15.00 15.20 15.40 15.60 15 80

5.00 5.00 15.00 10.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00



























21.40 21.60 21.80 22.00 22.20 22.40 22.60 22.80 23.00 23.20 23.40 23.60 23.80 24.00 24.20 24.40 24.60

40.00 65.00 85.00 85.00 110.00 75.00 40.00 35.00 20.00 55.00 75.00 105.00 135.00 75.00 45.00 30.00 25.00

30.00 20.00 10.00 20.00 10.00 10.00 10.00 10.00 10.00 20.00 20.00 10.00 20.00 20.00 20.00 20.00 20.00

1.37 0.91 0.46 0.91 0.46 0.46 0.46 0.46 0.46 0.91 0.91 0.46 0.91 0.91 0.91 0.91 0.91

21.40 21.60 21.80 22.00 22.20 22.40 22.60 22.80 23.00 23.20 23.40 23.60 23.80 24.00 24.20 24.40 24.60

25.00 70.00 75.00 5.00 45.00 80.00 115.00 110.00 90.00 125.00 165.00 185.00 135.00 55.00 65.00 85.00 85.00

























32.40 32.60 32.80 33.00 33.20 33.40 33.60 33.80 34.00 34.20 34.40 34.60 34.80 35.00 35.20 35.40 35.60

5.00 8.00 10.00 12.00 15.00 18.00 20.00 32.00 32.00 35.00 35.00 30.00 30.00 32.00 35.00 35.00 30.00

6.00 8.00 10.00 12.00 10.00 8.00 10.00 12.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00

0.27 0.37 0.46 0.55 0.46 0.37 0.46 0.55 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91

1.00

17.00

32.40 32.60 32.80 33.00 33.20 33.40 33.60 33.80 34.00 34.20 34.40 34.60 34.80 35.00 35.20 35.40 35.60

15.00 18.00 20.00 20.00 22.00 22.00 25.00 25.00 28.00 20.00 20.00 32.00 35.00 35.00 38.00 42.00 45.00

























C +F kg/cm2

F kg/cm 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

F total kg/cm

F

kg/cm2 0.00 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09

Fr %

depth

C

m 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40

kg/cm2 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Cleef (Cli) kg/cm2 0.00 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09

























10.00 10.00 10.00 20.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

0.46 0.46 0.46 0.91 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09

10.20 10.40 10.60 10.80 11.00 11.20 11.40 11.60 11.80 12.00 12.20 12.40 12.60 12.80 13.00 13.20 13.40

1.00 5.00 5.00 15.00 10.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.09 0.46 0.46 0.46 0.91 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09

























10.00 20.00 20.00 10.00 20.00 30.00 10.00 10.00 20.00 30.00 10.00 20.00 20.00 40.00 40.00 20.00 20.00

0.46 0.91 0.91 0.46 0.91 1.37 0.46 0.46 0.91 0.91 0.46 0.91 0.91 1.83 1.83 0.91 0.91

21.20 21.40 21.60 21.80 22.00 22.20 22.40 22.60 22.80 23.00 23.20 23.40 23.60 23.80 24.00 24.20 24.40

15.00 25.00 70.00 75.00 5.00 45.00 80.00 115.00 110.00 90.00 125.00 165.00 185.00 135.00 55.00 65.00 85.00

0.46 0.46 0.91 0.91 0.46 0.91 1.37 0.46 0.46 0.91 0.91 0.46 0.91 0.91 1.83 1.83 0.91



























20.00 20.00 20.00 20.00 20.00 26.00 20.00

0.91 0.91 0.91 0.91 0.91 1.19 0.91

32.20 32.40 32.60 32.80 33.00 33.20 33.40

15.00 15.00 18.00 20.00 20.00 22.00 22.00

0.91 0.91 0.91 0.91 0.91 0.91 1.19

























Permeter Permeter ( P) cm 127.48 127.48 127.48

Panjang Panjang per segmen Gaya friksi (Ii) qs 1 cm kg 20.00 0.00 20.00 229.47 20.00 229.47

fs 0 - 8D F 0.3764

alfa grfik 0.88

























127.48 127.48 127.48 127.48 127.48 127.48 127.48

20.00 2 0.00 20 20.00 20.00 20.00 20.00 20.00

229.47 1,172.85 1,172.85 1,172.85 2,320.21 229.47 229.47

N 392887.45 kg 723.20

bagi

mm 173.00

bagi

























127.48 127.48 127.48 127.48 127.48 127.48 127.48

20.00 20.00 20.00 20.00 20.00 20.00 20.00

1, 1,172.85 1,172.85 2,320.21 2,320.21 1,172.85 2,320.21 3,493.06

1.00

0.40 0.10

























127.48 127.48 127.48 127.48 127.48 127.48 127.48

20.00 20.00 20.00 20.00 20.00 20.00 20.00

2,320.21 2,320.21 2,320.21 2,320.21 2,320.21 2,320.21 3,034.12



























































































































Perhitungan Abutment

Recommend Documents