beban-beban dermaga.xlsx

(1)

Balok memanjang Balok memanjang jenis beban

jenis beban tebal (m)tebal (m) berat jenis (t/mberat jenis (t/m33_{)) llu}_ua_as_{s ((m}_m22₎₎ _b_be_erra_at_t_((tto_on_n)) _V_Vu_u _Vu/Φ_Vu/Φ _d_d _d_d_p_pa_ak_ka_aii _h_h _h_h_p_pa_ak_ka_aii _b_b _b_bp_pa_ak_ka_aii Beban mati Beban mati p pllaatt 00..4455 22..44 1188 1199..4444 h huujjaann 00..0055 11 1188 00..99 Q Qttoott 2200..3344 2244..440088 h hiidduupp 33 1188 5544 111100..880088 5555..44 9922..3344 55..7766556622 556655 662211..55 656500 443333..3333 445500 Φ = Φ = 00..66 ffc c == 2255 Berat sendiri Berat sendiri balok crane balok crane 11..44 22..44 22..11 77..005566 4422..33 Balok melintang Balok melintang jenis beban

jenis beban tebal (m)tebal (m) berat jenis (t/mberat jenis (t/m33_{)) llu}_ua_as_{s ((m}_m22₎₎ b

beerraat t ((ttoonn)) VVuu Vu/ΦVu/Φ dd d d ppaakkaaii hh h h ppaakkaaii bb bbppaakkaaii Beban mati Beban mati p pllaatt 00..4455 22..44 3366 3388..8888 h huujjaann 00..0055 11 3366 11..88 Q Qttoott 4400..6688 4488..881166 h hiidduupp 33 3366 110088 222211..661166 111100..880088 118844..668 88 8..1155338822 776655 884411..55 885500 556666..6677 660000 Φ = Φ = 00..66 ffc c == 2255

(2)

1760

α

α ((**))

c

co

os

s α

α

Xi (km)

Xi (km) Xi Cos α

Xi Cos α

GAYA GE

42

0 0..7

74

43

31

1

6 6..3

34

4

4 4..7

72

2

36

0 0..8

80

09

90

0

6 6..7

79

9

5 5..4

49

9 U

U

maxmax

=

30

0 0..8

86

66

60

0

6 6..9

93

3

6 6..0

00

0 =

= 1

13

33 3..6

62

25

56

6 D

D

tiangtiang

=

24

0 0..9

91

13

35

5

7 7..1

16

6

6 6..5

54

4

1

13 3..5

51

10

09

92

2 V

V

=

18

0 0..9

95

51

11

1

6 6..4

43

3

6 6..1

11

1 =

=

9.89

9.89 km

km

12

0 0..9

97

78

81

1

7 7..9

95

5

7 7..7

78

8 R

Re

e

=

6

0 0..9

99

94

45

5

8 8..5

57

7

8 8..5

52

2

0

1

9 9..4

40

0

9 9..4

40

0 =

=

0.71(25.301000/3600)

1.23+G351.23+G35

Re =

6

0 0..9

99

94

45

5

1

10 0..5

54

4

1

10 0..4

48

8 =

=

7.813

7.813 m/d

m/d

12

0 0..9

97

78

81

1

12

1 2..1

15

5

1

11 1..8

89

9 R

Re

e

=

18

0 0..9

95

51

11

1

12

1 2..8

81

1

12 2..1

18

8 R

Re

e

=

24

0 0..9

91

13

35

5

1

17 7..3

31

1

15 5..8

81

1 H

H =

=

0.4

0.4 m

m

jja

ad

di

i

C

Cm

m

=

30

0 0..8

86

66

60

0

1

19 9..6

60

0

1

16 6..9

98

8 T

T =

=

2.7

2.7 d

de

ettiik

k

C

Cd

d

=

36

0 0..8

80

09

90

0

9 9..0

06

6

7 7..3

33

3 W

W

=

42

0 0..7

74

43

31

1

5 5..8

89

9

4 4..3

38

8 Total

Total 1

1

3

3 .

.

5

1

0

9

1

3

3 .

.

6

3

3 d/g.T

d/g.T

22

0 0..0

08

83

39

98

84

4 =

=

H/g.T

22

0.005599

G

Ga

ay

ya

a &

& M

M

Kecepatan horisontal gelombang

K

imim

=

F

imim

=

karena gelombang pada permukaan air maka

F

imim

=

k =

0.1607

0.1 607 dari

dari tabe

tabel L

l L-1

-1 Tekn

Teknik P

ik Panta

antai, B

i, Bamb

ambang

ang Tria

Triatmo

tmodjo

djo

U =

S

imim

=

U =

0.6235

m/dt

M

imim

=

0.09645

G

Ga

ay

ya

a &

& M

M

K

DmDm

=

F

DmDm

=

F

_Dm_Dm

=

S

DmDm

=

M

DmDm

=

G

Ga

ay

ya

a &

& M

M

Fm =

=

Mm =

=

Grafik hal.157 Teknik Pantai

(3.140.68)cosh (0.1607*(6+0))

3.22sinh(0.16076)





   

cos

Xi

F

_eff_eff 23 23 .. 1 1

71

71 ..

0

0 _U

_U

U

_A_A



 



)

t t

kx

cos(

kd

sinh

y

d

k

cosh

T

H

U

   







 

 



 

 



1 1    

t

))

kx

cos(

  im im

F

im im M M Dm Dm

M

Dm Dm

F

(3)

(4)

OMBANG

0.62 m/detik

1.118 m

9.30E-07 m

2

/dt

U

max

D

V

0.92*1,118

9,3*10

-7

749483.07

7.495E+05 < 5*10

5

1.001E+00

0.75 Cm*D

Cd*H

0.25 men Inersia horisontal max. pada tiang pancang

0.49 diperoleh dari grafik (hal.143 perenc. Fas.pantai&laut, Widi A. Pratikto)

0.1925 KN

3.84 0.64 diperoleh dari grafik (hal.145 perenc. Fas.pantai&laut, Widi A. Pratikto)

0.7392

men drag horisontal max. pada tiang pancang

0.14 diperoleh dari grafik (hal.144 perenc. Fas.pantai&laut, Widi A. Pratikto)

1.20.5104.563.12 *0.14

0.98 KN

0.78 diperoleh dari grafik (hal.146 perenc. Fas.pantai&laut, Widi A. Pratikto)

4.5929

men max. pada tiang pancang

φ

m

∂Cd*H

2

*D

φ

m

=

0.125 17.19 Kg

α

m

∂CdH D

α

m

=

0.1 13.75 Kgm

1.5463.14(0.7112)20.40.49

4

10.94

im m

HK

D

C

4 2



 im imdS F  Dm Dm

dS

F

 Dm D

DH

K

C

2 2 1 

(5)

(6)

Bobot

=

20000 Bobot

=

10000 Varus

= 0.307

Draft

=

9.6 Draft

=

8.2 = 25

Loa

=

161 Loa

=

137 Vmerapat

= 0.15

Lebar

=

23.9 Lebar

=

19.9 HWS

= 2.2

Tinggi

=

13.8 Tinggi

=

4 FENDER

Energi Tambat

= 4/3

x

20000

DWT

= 3.14/4 x 13.8

2

x 161x 1.025

=

26,667

Ton

=

24,670 Ton

=

266,667

KN

=

246,705 KN

=

0.5 =

29.47 Ton

Penetapan Tipe Fender

dengan mengacu pada besarnya energai tambat maka dipilih

SA 400 H

H =

600 mm

L =

2200 mm

R =

30 Ton

E =

4 Tm

δ =

45%

R4

≤

381 mm

0.3 m

Elevasi Atas

= +3.2 m LWS - 0.3m

=

2.9 dari LWS

Elevasi Bawah

= +2.9 m LWS - 2 m

=

0.9 dari LWS

Jarak Fender

=

13 ~

16.1 m

direncanakan jarak antar fender =

12 m (disesuaikan dengan jarak antar portal)

Kapal keadaan penuh dan kosong

dipakai h

1

=

Spesifikasi data

sudut merapat max

Penempatan Fender





xC

xV

g

W

E

1 2 2

2

 

DWT

W

3

4

1



W

xD

xLx



_sw



2 2

4 

 

2

1

1 r

l

C

 





0 1

30

45 .

0

1

400 tg

h

 



L

10

1 ~

12

1



1



r

l

(7)

kapal rencana

20.000 DWT

tinggi

(H)

13.8 lebar

23.9 sarat penuh max (D)

9.6 t dek penuh (H-D)

4.2 t dekkosong (H-1/3D)

10.60 Tinggi bidang sentuh rencana kapal dengan fender kondisi

Pada 20.000 DWT

=

3.9 =

3.9 m

b = 180 tg 30

0

=

103.92 mm

karena lambung kapal tidak vertikal maka tinggi bidang sentuh perlu dikoreksi

b = a tg α

a = 0.45 x 400 mm

=

270 mm

=

4085.3884 mm

=

4.1 m

Perhitungan gaya reaksi fender pada kondisi LWS

= 300 x 4,1

2 =

613 KN

>

29.47 a = δmaks

2 2

'

_Ls

_b

_a

_b

Ls







2 2

92 .

103

180

92 .

103 1100

'

_ _ _ _

Ls

'

_xLs

L

Rn

R



(8)

Bobot

=

20000 Bobot

=

10000 Varus

= 0.307

Draft

=

9.6 Draft

=

2.8 = 25

Loa

=

161 Loa

=

137 Vmerapat

= 0.15

Lebar

=

23.9 Lebar

=

19.9 HWS

= 2.2

Tinggi

=

13.8 Tinggi

=

4 ρ

sw

= 104.5

BOULDER

Perhitungan beban akibat angin

tegak lurus

Ca =

1.1 Kapal keadaan penuh dan kosong

= 0.5 x 0.123 x 1.1 x 40

2

x B

kapal

rencana

1000

DWT 500

DWT

=

108.24 x

9.8 x

B

tinggi

(H)

5.4

4 = 1060.752 x

B

N

lebar

9.5

8.2 sarat

penuh

max

(D)

4

2.8 sejajar

Ca =

0.5 tinggi dek keadaan penuh (H-D)

1.4

1.2 = 0.5 x 0.123 x 0.5 x 40

2

x A

tinggi dek keadaan kosong (H-1/3D)

4.07

3.07 =

49.2 x 9.8 x A

=

482.16 x A

N

penuh

kosong

penuh

kosong

A

97.19

33.46 sejajar

46.86

16.13 B

654.73

225.4 tegak lurus

694.51

239.09 beban akibat angin (KN)

Spesifikasi data

sudut merapat max

luas kapal yang terendam (m

2

)





2 2 2 2 sin cos 5 . 0 x xC xU x A B Rw a a  









2 2_cos2 _sin2 5 . 0

_x

_xC

_xU

_x

_A

_B

Rw

 a a 

(9)

TIANG PANCANG Data tiang pancang tegak

Diameter Luar Tebal Luas Berat Isi Momen Modulus Jari-jari

penampang Inersia Penampang Inersia

(mm) (mm) (cm2) (kg/m) (cm4) (cm3) (cm)

1117.2 12 340.2 267 346000 7580 31.9

711.2 12 263.6 207 161000 4630 24.7

PERHITUNGAN GAYA GEMPA Data tiang pancang miring

Diameter Luar Tebal Luas Berat Isi Momen Modulus Jari-jari

penampang Inersia Penampang Inersia

(mm) (mm) (cm2) (kg/m) (cm4) (cm3) (cm) Beban rencana dasar ( W )

914.4 12 340.2 267 346000 7580 31.9

Panjang penjepitan

unit dia.60 dia. 711,2 dia. 711,2

m 3.633 3.025 3.025 berathidup(ql=2ton/m2)

m 6 4 5 Beratbalokmelintang

m 1 1 1 beratbalokmemanjang

m 10.633 8.025 9.025

kg/cm2 2100000 2100000 2100000 berat tiang pancang baja

cm4 346000 161000 161000 (ø508 dan 609.6mm)

blow/feet 27 27 27 Bebanrencanadasartotal(W)

4.05 4.05 4.05 β = (kh*D/4EI)^0.25 0.0035323 0.003820194 0.00382 V ( ton ) 283.101623 261.7668204 261.767 ∑I (m4) 0.82293947 0.81604562 0.81986 ∑I/L (m3) 0.74785686 0.754750707 0.75093 (∑I/L)total 3.14 3.14 3.14 F(ton)100% cm 1100.65859 1019.516509 1018.52 cm 232.975499 213.6136673 214.613 cm 130 130 130 m 12.96 10.16 11.17 m 21.64 18.22 19.21 0,5*0,7 0.35 m

Syarat tekuk tiang pancang 0.35*0.5 0.175 m2

TSFPAHF IN JAPAN 1980, IV 4.1.9 HAL 125

10.57 ≤ 60 panjang beban tiang pancang

0.9144 tiangpancangtegak=

ly1

lmterpakai Dimen

Panjangpenjepitan BalokMelintang

Panjang penjepitan I N kh=0.15*N Wtotal 1/β 1/tan (1+βh/1-βh) 1/tan (1-βh/1+βh) π lm1 F(ton)30% E berat aspal (t = 5cm)

uraian berat pile cap

apron (3.2-0.35/2) kedalaman tanah lunak

h beratbalokanak

Luas lantai (m2) berat plat (t = 35cm) Beban rencana 70 60  D Ltekuk

(10)

11.112≤ 60 ok tiangpancangmiring= Laju Korosi

sesuai tabel 2.11. Standart for Port and Habour Facilities in Japan 1980 laju korosi tiang pancang dibawah dasar laut

0.03mm/tahun*50tahun TSFPAHFINJAPAN1980,IV4

* 1.5 mm

* Kedalaman N

* maka tebal tiang pancang = 14 mm 0 1 0

*

Untuk daerah diatas HWL dengan korosi 0,3 mm/th telah dilindungi oleh concrete jacket, sehingga aman terhadap korosi.

1 2 27

* Dimensi Poer 2 3 28.5

* tabeldimensipoer 3 4 30

* Tipe DimensiPoer(mm) Jumlahtiang Keterangan 4 5 33

(11)

B 1000x2100 1 tanpatiangmiringtepidermaga 6 7 40

C 1000X2000 2 dengantiangmiring 7 8 44

dengan h = 700 mm 8 9 52

9 10 60

Beban horisontal akibat pengaruh gempa

dianalisa dari dua arah ( SAP2000) asumsi melintang 100%, memanjang 30%

(dari PPKG untuk rumah dan gedung 1987 pasal 2.4 & Standard Design for port in Indonesia1984, hal 18-21)

Bangunan/daerah = dermagateluk

Zona Wilayah gempa = 3 (portal daktail,baja) 23.36667

Keadaantanah = tanahkeras 0.158987

koef. Gempa dasar ( C ) = 0.05

Koef. Kondisi tanah (I) = 0.8

Koef. Keutamaan bangunan (k) = 1 m2

Koef. Reduksi untuk beban hidup = 0.5

ton Contoh perhitungan beban gempa arah melintang struktur dermaga pada as 3-3 ton

luaslantai= 6*15 = 90.00 ton

berat plat (t = 35cm) = 0,35*90*2,4 = 75.60 ton berat aspal (t = 5cm) = 0,05*90*2,2 = 9.90 ton

beratpilecap= ton

1*(1*2,1*0,7*2,4)+1*(1*1*0,7*2,4)+1*(1*2*0.7*24) = 8.57 ton berat hidup (ql = 2ton/m2) = 2*90*0,5 = 90.00 ton

Berat balok melintang = 0,4*0,6*15*2,4 = 8.64 I

berat balok memanjang = 3*(0,4*06*6*2,4) = 10.37 ton

berat balok anak = (0,2*0,35*6*2,4)+(0,3*0,6*6*2,4) = 3.60 berat tiang pancang baja = (3*0.147*10.0.25)+(1*0.177*10.025) = 12.42

(ø508 dan 609.6mm) II

Wtotal = 219.10

perhitungan gaya geser dalam akibat gempa (V) sesuai persamaan

V= 0,05*1*1*2589,03 III

= 110.12 ton

perhitungan momen inersia (∑I) sesuai dengan persamaan ; IV

∑I = jumlah tiang pancang x momen inersia Ru=qd*A+

= (3*57500)+(1*101000) V = 1384000 cm4 =4.5Nrata total

CxIxkxW

V



(12)

= 0.01384 m4 ∑I = 0,00644

Ljepit 11.3 I

∑I 0.001068 m3

Ljepit

Perhitungan gaya geser akibat gempa (F) sesuai dengan persamaan :

( ∑I/L )tota l = ∑(∑I/L) Ba lok me lin tan g II

= 0.011211 m3 F = ∑I/L*V (∑I/L)total = 10.49 ton III IV Ru=qd*A+ V I II qd=5Nrata2.2=5 III IV Ru=qd*A+ V I =4.5Nrata

(13)

II qd=5Nrata2.2=5 III IV Ru=qd*A+ V

(14)

Dengan pile cap sebelah kiri ukuran 1*2.1

PERHITUNGAN GAY As 1-1 As 2-2 As 3-3 As 4-4 As 5-5 As 6-6 As 7-7 As 8-8 As 9-9 As 10-10 As 11-11 As 12-12 As A-A As B-B As C-C

60 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 60 306 408 306

Beban rencana dasar

50.40 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 50.40 257.04 342.72 257.04 856.80

6.60 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 6.60 33.66 44.88 33.66 112.20

21.17 16.20 21.17 16.20 21.17 16.20 16.20 21.17 16.20 21.17 16.20 21.17 64.80 94.61 64.80 224.21

60.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 60.00 306.00 408.00 306.00 1020.00 berat hidup (ql = 2ton 12.60 12.60 12.60 12.60 12.60 12.60 12.60 12.60 12.60 12.60 12.60 12.60 45.36 60.48 45.36 151.20 Berat balok melintang 10.08 15.12 15.12 15.12 15.12 15.12 15.12 15.12 15.12 15.12 15.12 10.08 57.12 57.12 57.12 171.36 berat balok memanja

10.28 5.98 5.98 5.98 5.98 5.98 5.98 5.98 5.98 5.98 5.98 10.28 32.34 5.04 42.948 80.33

12.42 10.38 12.42 10.38 12.42 10.38 10.38 12.42 10.38 12.42 10.38 12.42 41.53 53.77 41.53 136.84 berat tiang pancang b 0.00 (ø508 dan 609.6mm) 183.55 235.78 242.79 235.78 242.79 235.78 235.78 242.79 235.78 242.79 235.78 183.55 837.85 1066.62 848.46 Beban rencana dasar

Wtotalarahmelintang= 2752.93 Wtotal= 2752.93

110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 110.12 V ( ton ) 0.01384 0.01038 0.01384 0.01038 0.01384 0.01038 0.01038 0.01384 0.01038 0.01384 0.01038 0.01384 0.04152 0.06228 0.04152 ∑I (m4) 0.001068 0.000801 0.001068 0.000801 0.001068 0.000801 0.000801 0.001068 0.000801 0.001068 0.000801 0.001068 0.003203 0.004805 0.003203 ∑I/L (m3) 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 0.011211 (∑I/L)total 10.49 7.87 10.49 7.87 10.49 7.87 7.87 10.49 7.87 10.49 7.87 10.49 31.46 47.19 31.46 F (ton ) 100 % 3.15 2.36 3.15 2.36 3.15 2.36 2.36 3.15 2.36 3.15 2.36 3.15 9.44 14.16 9.44 0,5*0,7 0.35 m 33.04 0.35*0.5m20.175 m2 2,7*1,6*1 4.32 m3 1.5*1.5*1 2.25 m3 NB : tiang tega 0.4*0.6 m2 0.24 m2 1.5*1.5*1 2.25 m3 tengah 0 tepi:D 0 tiangmirin 1020 856.80 112.20 224.21 1020.00 151.20 171.36 80.33 136.84 12.96 11.17 5.35 1020

si Balok DimensiPoer

Balok Memanjang

Dengan Pancang Miring Tanpa Pancang Tegak

F (ton ) 30 % W total

berat aspal (t = 5cm) berat pile cap

berat balok anak Luas lantai (m2) berat plat (t = 35cm)

(15)

10.30 m 7.42 19.00 19.24 .2.3 HAL 127 R 1.884956 0.400789 0 1 0 13.5 5.08938 1 2 27 13.5 1.082129 27.75 10.4615 2 3 28.5 27.75 2.224377 29.25 11.02699 3 4 30 29.25 2.344614 31.5 11.87522 4 5 33 31.5 2.524969 34.5 13.00619 5 6 36 34.5 2.765442

(16)

38 14.32566 6 7 40 38 3.045994 42 15.83363 7 8 44 42 3.366625 48 18.09557 8 9 52 48 3.847571 56 21.1115 9 10 60 56 4.488833 120.8257 10 11 60 60 4.809464 11 12 60 60 4.809464 12 13 60 60 4.809464 13 14 60 60 4.809464 14 15 60 60 4.809464 1016 12 378.5 297 477000 9390 35.5 190.192 60.41283 Nrata2 43.36667 49.73788 24.86894 914.4 12 340.2 267 346000 7580 31.9 Rut 0.295067 812.8 12 301.9 237 242000 5950 28.3 12.39281 711.2 12 263.6 207 161000 4630 24.7 Ru 816725.2 609.6 12 225.3 177 101000 3300 21.1

TSFPAHF IN JAPAN 1980, IV 4.2.3 HAL 127 508 12 187 147 57500 2260 17.5

Agka keamanan gaya cabut normal biasa 3.0 atau lebih selama gempa bumi 2.5 atau lebih

701

mekanika tanah dan teknik po ndasi hal.99-107 ir.Suyono Sosro d arsono

(f i )intehsitas gaya geser maksimum dinding tiang untuk tanah berpasir N/5< 10 =

8.673333 < 10 t/m2 ok Depth Layerthks SPT SOIL

Perhitungandayadukungtiang untukD= 1 m (m) CLASS.

1.Harga N pada ujung tiang N1 = 60

2. Harga N rata2.1 (N2)pada jarak 4D dari uj 54

3.Nrata2.2=(N1+N2 57 0 1 0 Mud

4.Letak d menjadikan luas ∆abc= luas∆ade, 0.85 m 1 2 27 Sand 5.4

Dayadukungpadaujungtiang 2 3 28.5 Sand 5.7

l/D= 0.85/1 0.9 3 4 30 Sand 6

qd/N= 4 (lihatgrafikmektan&t.pondasihal101) 4 5 33 Sand 6.6

228 ton/m2 5 6 36 Sand 7.2

qd x A=256.5 x (µD2/4 223.5 ton 6 7 40 Sand 8

Gayagesermaxdindingtiang 7 8 44 Sand 8.8

UxElixf i = 3.14*0.8*18 272.3 ton 8 9 52 Sand 10

dayadukungultimit 2.3 penguranganscalefactor 9 10 60 nd-Gravel- 10

xElixfi= 495.8 ton n= 3 saatnormal 10 11 61 nd-Gravel- 10

Daya dukung yang diijinkan 2.5 saat gempa 165 ton(normal 198 ton(gempa) .2=4.5 x 5

(17)

Gaya tarik yang diijinkan=Rf/n 108.9371

Perhitungandayadukungtiang untukD= 0.8 m 77.7

1.Harga N pada ujung tiang N1 = 60

2. Harga N rata2.1 (N2)pada jarak 4D dari uj 54 3. N rata2.2 = (N1+N2 57

4.Letak d menjadikan luas ∆abc= luas∆ade, 0.85 m Daya dukung pada ujung tiang

l/D= 0.85/0.8 1.1

qd/N= 4.5 (lihatgrafikmektan&t.pondasihal101) 0.6 0

256.5 ton/m2 0.7 0

qd x A=256.5 x (µD2_/4 _{168.4 ton} _0.8 ₀

Gayagesermaxdindingtiang 1 0

UxElixf i = 3.14*0.8*18 217.9 ton daya dukung ultimit

xElixfi= 386.3 ton n= 3 saat normal

Daya dukung yang diijinkan 2.5 saat gempa 129 ton(norma 155 ton(gempa) Gaya tarik yang diijinkan=Rf/n 87.14965

Perhitungan daya dukung tiang untuk D= 0.7 m 1.Harga N pada ujung tiang N1 = 60

4.Letak d menjadikan luas ∆abc= luas∆ade, 0.85 m Daya dukung pada ujung tiang

l/D= 0.85/0.7 1.2 199.0446

qd/N= 4 (lihat grafik mektan &t.pondasi hal 101)

x 57= 228 ton/m2

qd x A=228 x (µD2/4)= 90.6 ton Gaya geser max dinding tiang UxElixf i = 3.14*0.6*18 269.0 ton daya dukung ultimit

Daya dukung yang diijinkan 2.5 saat gempa

, Ra=Ru/n= 120 ton(norma 144 ton(gempa)

Perhitungan daya dukung tiang untuk D= 0.6 m 1.Harga N pada ujung tiang N1 = 60

.2=4.5 x 5

(18)

4.Letak d menjadikan luas∆abc= luas∆ade, 0.85 m Daya dukung pada ujung tiang

l/D= 0.85/0.6 1.4

qd/N= 6 (lihat grafik mektan &t.pondasi hal 101)

x 57= 342 ton/m2

qd x A=285 x (µD2/4)= 99.8 ton Gaya geser max dinding tiang UxElixf i = 3.14*0.6*18 230.6 ton daya dukung ultimit

Daya dukung yang diijinkan 2.5 saat gempa

(19)

Dengan pile cap sebelah kiri ukuran 2.2*2.2 A GEMPA As 1-1 As 2-2 As 3-3 As 4-4 As 5-5 As 6-6 As 7-7 As 8-8 As 9-9 As 10-10 As 11-11 As 12-12 As A-A As B-B As C-C 60 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 60 306 408 306 ( W ) 50.40 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 75.60 50.40 257.04 342.72 257.04 856.80 6.60 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 6.60 33.66 44.88 33.66 112.20 21.17 16.20 21.17 16.20 21.17 16.20 16.20 21.17 16.20 21.17 16.20 21.17 64.80 94.61 64.80 224.21 m2) 60.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 60.00 306.00 408.00 306.00 1020.00 6.93 6.93 6.93 6.93 6.93 6.93 6.93 6.93 6.93 6.93 6.93 6.93 22.45 30.77 22.45 75.68 g 4.92 7.69 7.69 7.69 7.69 7.69 7.69 7.69 7.69 7.69 7.69 4.92 31.42 31.42 31.42 94.25 1.71 2.03 2.03 2.03 2.03 2.03 2.03 2.03 2.03 2.03 2.03 1.71 8.1144 0.4662 15.1482 23.73 aja 10.13 8.09 10.13 8.09 10.13 8.09 8.09 10.13 8.09 10.13 8.09 10.13 27.75 53.77 27.75 109.27 0.00 total( W ) 161.85 216.44 223.45 216.44 223.45 216.44 216.44 223.45 216.44 223.45 216.44 161.85 751.23 1006.63 758.27

Wtotalarahmelintang= 2516.13 Wtotal= 2516.13

100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 100.65 0.01014 0.00668 0.01014 0.00668 0.01014 0.00668 0.00668 0.01014 0.00668 0.01014 0.00668 0.01014 0.01932 0.06228 0.01932 0.000782 0.000515 0.000782 0.000515 0.000782 0.000515 0.000515 0.000782 0.000515 0.000782 0.000515 0.000782 0.00149 0.004805 0.00149 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 0.007785 10.11 6.66 10.11 6.66 10.11 6.66 6.66 10.11 6.66 10.11 6.66 10.11 19.27 62.11 19.27 3.03 2.00 3.03 2.00 3.03 2.00 2.00 3.03 2.00 3.03 2.00 3.03 5.78 18.63 5.78 0 1020 856.80 112.20 224.21 1020.00 83.16 86.76 23.73 109.27 100.65 251.613

dibagi jadi dua 100.65

: D-914,4 -711,2 menggunakan D-812,8 427.7421 427.7421 BALOK MEMANJANG BALOK MELINTANG

(20)

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(22)

2 2.5 2.4 2.3

#DIV/0! 0 0 0

(23)

kh1

=

24000 kN/m3

24000000 N/cm3

B

=

1.1176 m

111.76 cm

Kh

=

42,949

N/cm3

metode

D

=

60 cm

Zf

=

E

=

2100000 KG/CM2

E

=

21000000 N/cm2

I

=

840000 cm4

I

=

Kh

x

D

2,576,951

Nh=

4EI

70,560,000,000,000

0.000000037

EI=

B

0.0139 cm

the estimate by means of equation (9.5.1) with Chang’s method. Thus, careful exami

necessary.

kh = 1.5N (9.5.1)

where

kh

：

coefficient of horizontal s ubgrade reaction (N/cm3)

N

：

average N-value of the ground down to a depth of about 1/

β

：

refer to 9.5.3 Virtual Fixed Point

9.5.3 Virtual Fixed Point

When analyzing the open-type wharf as a rigid frame structure by assuming a fixed p

sea bottom, the virtual fixed points of the piles shall be defined appropriately.

[Technical Notes]

When performing a rigid frame calculation for an open-type wharf on vertical piles, t

piles may be considered to be located at a depth of 1/ below the virtual ground surfa

by means of equation (9.5.2).

β =

(cm-1) (9.5.2)

where

kh

：

horizontal subgrade reaction coefficient (N/cm3)

D

：

diameter or width of the pile (cm)

EI

：

flexural rigidity of the pile (N•cm2)

β

=



ℎ

4



4

Kh =

0.2 

ℎ1

β

=



ℎ

4



4

T =





ℎ

5

(24)

PANJANG TITIK JEPIT = 1/B

Zf =

JADI DARI SEA BEAD SEBESAR

71.9424 cm

0.7194 m

Elevasi lantai dermaga

3.633 m

Kedalaman

air

6.000 m

Titik

Jepit

0.719 m

(25)

1,8 T

2100000 KG/CM2

21000000 N/cm2

840000 cm4

525 kN/m3

525000 N/cm3

=

32 cm

17,640,000,000,000

nation and judgement are

int located below the

e virtual fixed points of the

e. The value of is calculated

(26)

(27)

(28)