perhitungan abutment

8/2/2019 Perhitungan Abutment

1/91

BERAT SENDIRI tebal lebar panjang jmlh ttl berat

W lantai 0.2 9.6 5

aspal 0.05 7 5

balok pile slab 0.72 9.6

trotoar 0.2 1 5 2

sandaran 0.24 5 2 21.37

3.33 14.94 2.7

100 100 100

ABUTMENT JEMBATAN 0.0333 0.1494 0.027

No Panjang (m) Lebar (m) Tinggi (m) Volume (m3)

(kN)

1 10 0.20 1.00 2.000 25 50.00

2 10 0.20 0.50 1.000 25 25.00

3 10 0.20 0.15 0.150 25 3.75

4 10 1.000 1.500 15.000 25 375.00

18.150 453.75

BERAT ABUTMENT 453.75

URUGAN TANAH1 10 0.20 1.00 2.000 19.2 38.40

2 10 0.20 0.50 1.000 19.2 19.20

4 10 0.20 0.15 0.300 19.2 5.76

3.300 63.36

BERAT TANAH 63.36

TTL BRT SNDRI MOMEN

257.06 25.71

453.75 -37.38

63.36 -2.05

PMS 774.171 MMS -13.71 PMS

BEBAN TAMBAHAN

W aspal 0.05 7 5 22 38.5

air hujan 0.05 9.6 5 10 24

62.5

TEKANAN TANAH

tinggi abutment (H) 2.5 m

panjang abutment (L) 10 m

tanah 19.2 kN/m

f timbunan oprit 30 o

beban tambahan 0.6 m

tekanan tanah aktifc 0.7 q 22.01

q 1

ka 0.455

No Gaya akibat tekanan tanah aktif

tanah H*2 ka L TTA

1 0.5 19.2 6.25 0.455 10 273

2 0.6 19.2 2.5 0.455 10 131.04

404.04


2/91

BEBAN LALU LINTAS

BTR 5.5 q 100% b 5.5

5.5 9 100% 7 5.5

BGT 5.5 P 100% b 5.5

5.5 49 100% 7 5.5

BGT" 1 FBD BGT

1 0.4 306.25 428.75

beban lajur D BTR BGT" TD

281.25 428.75 710 0.5 355

GAYA REM

beban lajur D 0.5 BTR BGT

0.5 281.25 306.25 293.75

gaya rem 5% 293.75 14.69 TB

lengan 2.55 1.80 4.35momen 14.69 4.35 63.89 MTB

BEBAN BERJALAN

lebar trotoar L 1

panjang bentang P 5

beban merata perjalan q 5

TTP

2 1 5 5 50

GAYA SENTRIFUGAL100 773.54

30

100 515.69

45

100 386.77

60

100 257.85

90

100 193.39

120

100 154.71

150

2,281.95 4.35 9,926

ANGIN

1.5 2.5 3.75

0.79 293.75

0.79 293.75

0.79 293.75

0.79 293.75

0.79 293.75

0.79 293.75


3/91

0.0006 1.2 900 3.75 2.43

3

7.29

0.0012 1.2 900 1.30

2.55

3.30

GEMPA

No WT I Kh TEQ Lengan

EO

(kN) (m) (kN.m)

PMSI 257.06 1.20 0.15 45.35 2.50 113.36

PMA 31.25 1.20 0.15 5.51 2.50 13.78

1 50.00 1.20 0.15 8.82 2.00 17.64

2 25.00 1.20 0.15 4.41 1.45 6.39

3 3.75 1.20 0.15 0.66 1.22 0.80

4 375.00 1.20 0.15 66.15 0.75 49.61

A 38.40 1.20 0.15 6.77 1.85 12.53

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

Tx Ty Mx

kN kN kN

1 Berat sendiri MS 774.17 -13.71

2 Beban mati tambahan MA 31.25 3.133 Tekanan tanah TA 404.04 391.30

1 Beban lajur "D" TD 355.00 35.50

2 Gaya rem TB 14.69 63.89

3 Beban berjalan TP 25.00 2.50

1 Beban angin EW 3.73

2 Beban gempa EQ 142.08 142.08 218.50

3Tekanan tanah (Gempa)

EQ 475.08 460.10

STRUKTUR ATAS

ABUTMENT

TANAH

Beban Tetap

Beban Lalu Lintas

Kombinasi Pembebanan

Tegangan berlebihan yang diperbolehkan

Aksi Lingkungan

Horisontal

No Aksi KodekN


4/91

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+TP1185.42 418.73 3.73 482.60

MS+MA+TD+TP TA EW

MS+MA+

TA+TD+

TB+TP

1185.42 404.04 3.73 482.60

MS+MA EQ+EQ EQMS+MA+

EQ+EQ

805.42 617.16 142.08 668.01

GAYA REAKSI TIANGA. gaya aksial maksimum yang diterima tiang

1. Vo 1,185.42 kN

Tx 418.73 kN Vi = Vo + y x Xma

Ty - kN n Xi

Mx 482.60 kN

My 0 kNVi =

1,185.42+

0.00

n 6 buah 6 0.25

Xmax 0.5 m

Ymax 3.5 m 197.57 0.00xi 0.5 m

yi 55.13 m

2 Vo 889.07 kN Vi = 889.07 + 3.97

Tx 122.37 kN 6 0.25

Ty 2.79 kN

Mx 361.95 kN 148.18 15.89

My 7.95 kN

n 6 buah

Xmax 0.5 m

Ymax 3.5 m

xi 0.5 m

yi 55.13 m

3 Vo 711.25 kN Vi = 711.25 + 3.18

Tx 242.42 kN 6 0.25

Ty 2.24 kN

Mx 289.56 kN 118.54 12.71

My 6.36 kN

n 6 buah

Xmax 0.5 m

Ymax 3.5 m

1

2

3

4

Kombinasi

Kombinasi

Kombinasi

Kombinasi

0%

25%

40%

50%


5/91

xi 0.5 m

yi 55.13 m

4 Vo 402.71 kN Vi = 402.71 + 54.62

Tx 308.58 kN 6 0.25

Ty 71.04 kN

Mx 334.00 kN 67.12 218.50

My 109.25 kN

n 6 buah

Xmax 0.5 m

Ymax 3.5 m

xi 0.5 m

yi 55.13 m

terhadap kekuatan bahan tiang

a. tiang pancang pipa baja

diameter luar (D) 40.6

tebal (t) 0.635

diameter dalam (d) 40.6 2 0.635 39.33

A baja 0.25 3.14 1648.36 1546.85

P baja 140,000.00 0.01 1,115.61

b. beton isi tiang pancang

A beton 0.25 3.14 1546.85 1,214.28

P beton 7,500.00 0.12 910.71

P tiang 1115.61 910.71 2,026.31

c. berat sendiri tiang pancang per meter

Abaja Abeton

10,000 10,000

0.01 0.12

10,000 10,000

7.96862E-07 77 1.2143E-05 25

a. metode meyerhof

tahanan konos 1.45 155 100 15,500

JHP 22.06 1826 1 1,826

A tiang 0.25 3.14 1648.36 1,294 0.13

k 3.14 40.6 127.48 1.27

Atiang x qc JHP x

0.13 15,500 1826

W tiang = W L

3.65 37.2 135.75

3

668.55

25

Qult = +SF1

Qult = +

W =x baja + x beton

W = 77


6/91

P max 286.00 135.75 421.75

jadi P beban P tiang

2,026.31 aman

q uit

1,134.12 aman

b. metode schertman

4 40.6 162.4 1.62

8 40.6 324.8 3.25

x x . B D + x.b

0.7 0.28 37.48 0.50 155

1.4 0.57 37.77 0.25 155

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

qc 1 min 121.875 100 12,188

qc 2 45 2 + 75 +

90 + 75 + 170

647.22 100 64,722.22

Qp 38,454.86 0.13 4,975.92

sondir 2 grafik alfapasir fs 0-8D 0.3764 0.88

100 100

Qs1 37.64 88.00 33.95 0.13 #######

fs 8D-L 1.16471 0.47

100 100

Qs2 116.47 47.00 1.62 0.13 1,150.33

Qs 15,703.48 4,975.92 20,679.40

Qp Qs

4,975.92 15,703.48

jadi Qult P beban

1,134.12 421.75

daya dukung tiang terhadap horsiontal

0.406 0.3933

3.14 D 4 d 4

I 64 0.027170907 0.0239 0.000159

36,893.13

3

9

37.2

>

D -0,75 5.6

H izin k 1.0 5,688.58=

k5.6

>

1 9.88

Eg 1


8/91

penulangan abutment

Vertikal Horisontal

kN Tx Ty

kN kN

1 Berat sendiri MS 1.3 1,006.42

2 Beban mati tambahan MA 2 62.503 Tekanan tanah TA 1.25 505.05

1 Beban lajur "D" TD 1.8 639.00

2 Gaya rem TB 1.8 26.44


1 Beban angin EW 1.2 4.47

2 Beban gempa EQ 1 142.08 142.08

3Tekanan tanah (Gempa)

EQ 1 475.08

Vo Tx Ty Mx MykN kN kN kN kN

MS+MA+TD TA+TBMS+MA+TA

+TD+TB

1,707.92 531.49 656.45

MS+MA+TD+

TPTA

MS+MA+TA

+TP

1,113.92 505.05 482.05

MS+MA TA EW MS+MA+TA EW

1,068.92 505.05 4.47 477.55 12.71

MS+MA TA+EQ+EQ EQMS+MA+TA

+EQ+EQEQ

1,068.92 1,122.21 142.08 1,156.14 218.50

penulangan pile cap

fc 20.75 MPA

fy 240 MPA

q L pile cap T pile cap beton

10 1.50 25 375.00

Pn 616.48

Vo 1,707.92

Mu P tiang 1 berat poer 1

616.48 1 375 1 991.477 100000

t 1000 B1 0.81

D' 10

D' 19

No Aksi FBKode

3 Kombinasi

4 Kombinasi

Beban Tetap

Beban Lalu Lintas

Aksi Lingkungan

Kombinasi bebanNo

1 Kombinasi

2 Kombinasi


9/91

SB 100

d 876

pbalance 0.85 fc B1 600

fy 600 fy

0.85 20.75 0.81 600

240 600 240

14.29 600

240 840

0 0.714 0.0425

p min 1.4 1.4 0.0058

fy 240

a. koefisien tahanan

Rn Mu

w b d 299147727.033 0.152

0.85 1000 767376.00

M fy

0.85 fc

240 13.61

0.85 20.75

b. luas tulangan

Asperlup b d

0.0058 1000 876.0 5110

pembagi

20% 5110.000 1022

kontrol geser poer

Vu 616.48 4 10 246.591

Hn 187.03 1000000000 187034348000

Vo

Mu P tiang 1 berat poer 1

187.03 1 0 1 187.034 100000

t 1000 B1 0.81

D' 19

D' 19

SB 100


10/91

d 871.5

pbalance 0.85 fc B1

600 fy

0.85 20.75 0.81

600 240

14.29 600

240 840

0 0.714 0.0425

p min 1.4 1.4

fy 240

a. koefisien tahanan

w b d 2

100000000 2.63

0.85 11000 759512.25

0.85 fc

0.85 20.75

b. luas tulangan

Asperlu

p b d

0.0058 11000 871.5 55921.25 2 27960.62

0.00292 11000 871.5 27960.625

pembagi

20% 55921.250 11184

kontrol geser poer

Vu 187.03 6 12 93.517

0.00438 0.00195

2 0.00438 2

0.00219 0.00092 0.00389

Mfy

24013.61

600

fy

600

240

0.0058

RnMu

187.034

0.000000026338


11/91


12/91

gama luas penampang bolok

25 240.00 0.4 1.8 0.72

22 38.50 0.4 0.98 0.392

25 172.80 luas penampang sandaran

25 50.00 0.3 0.8 0.24

25 12.82

514.12 0.50 257.06 0.10 25.71

0.6 21.57

100

0.006 0.22

X (m) Y (m) Sx (m4) Sy (m

4) X

-0.40 2.00 -0.80 4.00 1 0.2 0.3

-0.60 1.45 -0.60 1.45 2

-0.63 1.22 -0.10 0.18 2 0.2 0.5

0.00 0.75 0.00 11.25 2

-1.50 16.88 3 1 0.3

MOMEN -0.08 0.93 3

-37.38 4

-0.60 1.85 -1.20 3.70 1 0.2 0.5

-0.67 1.13 -0.67 1.13 2

-0.60 0.53 -0.18 0.16 2 0.33 0.5

-2.05 4.99 2

MOMEN -0.03 1.51 3 0.2 0.5

-2.05 2

TTL BRT SNDRI MOMEN

257.06 25.71

453.75 -37.38

710.81 MMS -11.67

PMA MSI

0.5 31.25 0.10 3.13

No Gaya tekanan tanah lateral akibat gempa

lengan momen 0 H*2 ka

0.83 227.50 1 0.5 19.2 6.25 0.535

1.25 163.80 2 0.6 19.2 2.5 0.535

391.30

PERHITUNGAN ABUTMENT


13/91

q 50% L

9 50% 5 281.25

P 50%

49 50% 306.25

MTD

0.10 35.50

TTP MTP

0.5 25 0.10 2.5

total beban angin


14/91

TEW MEW

3.73 10.59

YEO TEO MEO

1.54 142.08 218.50

My

kN

10.59

218.50

omen


15/91

EW Vo Tx Ty Mx My

10.59296.36 296.36 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

218.50 402.71 308.58 71.04 334.00 109.25

402.71 308.58 71.04 334.00 109.25

B. gaya aksial maksimum yang diterima tiang

+ Mx x Ymax Tx

Y n

418.73 69.79

+1689.11 6

3038.77

0.56 198.13

+ 1266.83 Tx

3038.77 n

122.37 20.40

0.42 164.49 6

+ 1013.46 Tx

3038.77 n

242.42 40.40

0.33 131.59 6

H=

H=

=

H=

=

=


16/91

+ 1169.01 Tx

3038.77 n

308.58 51.43

0.38 286.00 6

79.69 0.01

1400 kg/cm2

100

0.12 140,000.00 kN/m2

75.00 kg/cm2

100.00

7,500.00 kN/m2

0.00 3.65

O

1.27

1,134

5

65.57

=

H=

SF2


17/91

38.82 B 0.406

120.83 D 37.2 33.952

qc 2

140 147.50

2 140 145 148.75

2 140 145 120 143.00

62

2 140 145 120 130 140.83

2 140 145 120 130 2 121.88

2 140 145 120 130 2 145 124.44

85 2 + 80 2 + 135 155

+ 160 + 135 155

ttl sondir gaya friksilempung 2565.998

Qs 2,566.00 4,975.92 7,541.91

Qp Qs

4,975.92 2,566.00

jadi Qult 0.00

0.00 0.00

40.6 39.33 1.27

3.14 D 4 d 4

I 64 2717090.69 2392741.5194 15913.38

2,513.973

>

Qult3

9

qc 1

310

310

310

310 260

260310


18/91

E 23500 10 2350

EI 2350 15913.38 37,396,445.73

nh 700 1,000,000 0.0007

T 139.813

kriteria tiang L 4 T

4 139.81

3720 > 559.251

jepit 1.8 T

1.8 139.813 251.66

Kh zf 251.66

D 40.6

Kh D 1/4 0.0043

4 EI 4

yo 0.6

e 25

yo Kh D

2 e

0.6 0.0043 40.6

2 0.0059 25 0.0059

m + (m - 1) x n

x m x n

2 + 1 x 6

2.00 6

kuadrat

- 1 + m - 1 + 2.00

- 1 + 2 - 1 + 2

1 2

10

3.1623

Vi = Vo

H izin

nh 0.0007

5,688.58

1.966099419

1.0

0.85

3,582.27

=

H

H

u

9.88


19/91

n

Momen 1. Vo 1,707.92 kN Vi = 1,707.92

Mx My Tx 531.49 kN 6

kN kN Ty kN 284.65

Mx 656.45 kN

-17.83 My kN H= Tx

6.25 n 6 buah n489.13 Xmax 0.5 m 531.49

Ymax 3.5 m 663.90 xi 0.5 m

115.00 yi 55.13 m

4.50

2 Vo 1,113.92 kN Vi = 1,113.92

12.71 Tx 505.05 kN 6

218.50 218.50 Ty 0.00 kN 185.65

460.10Mx 482.05 kN

My kN H= Tx

Pn Hn n 6 buah nkN kN Xmax 0.5 m 505.05

Ymax 3.5 m 6

xi 0.5 m

yi 55.13 m

3 Vo 1,068.92 kN Vi = 1,068.92

Tx 505.05 kN 6

Ty 4.47 kN 178.15

Mx 477.55 kNMy 12.71 kN Tx

n 6 buah n

Xmax 0.5 m 505.05

Ymax 3.5 m 6

xi 0.5 m

yi 55.13 m

4 Vo 1,068.92 kNVi =

1,068.92

Tx 1,122.21 kN 6

Ty 142.08 kN 178.15

Mx 1,156.14 kN

My 218.50 kN Tx

n 6 buah n

99147727.033 Xmax 0.5 m 1,122.21

Ymax 3.5 m 6

xi 0.5 m

yi 55.13 m

616.48 187.03

84.18204.13

186.21 84.18

285.41 88.58

H=

H=


20/91

penulangan

momen akibat tiang pancang

n 6 n pn

x 0.1 6 616.48

pn 616.48

momen dan gaya geser

B 10 0.5 Bx1

Bx1 1 0.5 1

t 1.05

momen ultimit W x

p mx x 0.5 131.25 0.5

0.750 0.032

gaya geser W 1.3

131.25 1.3 170.63

momen ultimt rencana

MT MP

369.89 85.31 284.57

gaya geser ultimit rencana

( n Pn) Wp

6 616.48 170.63

telungan lentur pile cap

K 250 ht 0.85

U 24 d' 0.1

fc' 20.75 b 1

fy 240

tebal ht d'850 100

momen rencana nominal

Mn MUR f

28.46 0.8 35.57 100000

faktor tahanan momen

b d.2 1000 562500

0.25 3.14 361 1000

4375

As bagi 0.25 3.14 361

18703434.800

0.25 3.14 361 1000

2188

0.6

RnMn 3,557,173.28

Mt

w

Mp

VUR

MUR

d


21/91

p mx

0.750 0.032


22/91


23/91


24/91

BEBA

lebar t

panja

beban

gaya a

ANGI

Ab


25/91

GEMP

No

PMSI

PMS2

PMA1

PMA2

1

2

3

4

5

beban

kombi

1

2

No

gasek

beban


26/91

1

2

3

1

2

3

1

GAYA

A. gay

Vo

Tx

Ty

Mx

My

n

Xmax

Ymax

xi

yi

Vo

Tx

Ty

Mx

My

n

Xmax

3

4

1

2


27/91

Ymax

xi

yi

Vo

Tx

Ty

Mx

My

n

Xmax

Ymax

xi

yi

Vo

Tx

Ty

Mx

My

nXmax

Ymax

xi

yi

terha

a. tian

b. bet

c. ber

a. met

tahan

JHP


28/91

A tian

k

b. met

pasir


29/91

daya

L

40.6 21.79

37,396,445.73

1.00

0.1056984 7.86911 10.00 78.69

1.00 0.0134321

D 40.6

0.006

jadi H izin H n

30.07 0.00

m - 1 n - 1

2 - 1 6 - 1 a. For

1 5

b. Ru

+ My x Xmax + Mx x Ymax

0.00 1.0 #

37200.0059

k =

0.0043

>

1.0


30/91

Xi Y

+ 0.00 + 2,297.58

0.25 3,038.77

0.00 0.76 285.41 daya

= 88.58

+ 0.00 + 1,687.16 penul

0.25 3,038.77

0.00 0.56 186.21

= 84.18

+ 6.36 + 1,671.41

0.25 3,038.77

25.43 0.55 204.13

84.18

+109.25

+4,046.50

0.25 3038.77

436.99 1.33 616.48

187.03

penula

fc

=

=


31/91

fy

x

0.1 369.89

Pn

Vo

t B betom

1.05 10 25 131.25

1.3 t

1.3 85.31 D'

D'

SB

d

pbalan

10 28.46

3528.24

10 352.82 1000 352,823.86

1000 850

1000 100

1000 1000 p min

As

p 0.01 a. koe750 b 1000

d 750

4375

3,557,173.28

1.4

240

0.006

50%

65 4375 b. luas

2188 Asperl

1000 4375

65

129.5474286 pemb

kontro

Vu

Mu

q

0.0063

M

Rn


32/91

Hn

Vo

t

D'

D'

SB

d

pbalan

p min

a. koe

b. luas

Asperl

pemb

kontro

Vu

Mu

Rn

M


33/91


34/91

kelas A lebar 7 panjang bentang 60 m sebesar 175,695 ton jenis Bukaka

T SENDIRI tebal lebar panjang jmlh ttl berat gama

lantai 0.2 9 60 25

aspal 0.05 7 60 22

trotoar 0.2 1 60 2 25

sandaran 60 2 14.94

Panjang (m) Lebar (m) Tinggi (m) Volume (m3) Berat (kN) X (m)

12 0.88 0.39 4.12 25 102.96 -0.74

12 0.40 1.18 5.66 25 141.60 -0.98

12 0.48 0.30 0.86 25 21.60 -0.63

12 0.720 0.750 6.48 25 162.00 -0.50

12 3.60 1.68 72.58 25 1814.40 0.00

89.70 2242.56

BERAT ABUTMENT 2242.56

TTL BRT SNDRI MOMEN TTL BRT SNDRI

1889.96 1511.97 1889.96

2242.56 -309.64 2242.56

257.06 -92.54

4389.585 MMS 1109.79 PMS 4132.52

N TAMBAHAN

aspal 0.05 7 60 22 462.00

AIR HUJAN 0.05 9 60 10 270.00

732.00 0.5

total

N LALU LINTAS

BTR 5.5 q 100% b 5.5 q

5.5 9 100% 7 5.5 9

BGT 5.5 P 100% b 5.5 P

5.5 49 100% 7 5.5 49

BGT" 1 FBD BGT

1 0.4 306.25 428.75

lajur D BTR BGT" TD

3375 428.75 3803.75 0.5 1901.875 0.80355.00 -0.36

REM 2256.875

lajur D 0.5 BTR BGT

0.5 3375 306.25 1840.625

total

em 5% 1840.625 92.03 TB 14.69 106.719

3.3 1.80 5.10 5.10

n 92.03 5.10 469.36 MTB 74.91 544.266


35/91

N BERJALAN

rotoar L 1

g bentang P 60

merata perjala q 5

TTP

2 1 60 5 600 0.5

liran air

30% 0.500 a b p t

2


36/91

30% 0.5 10 12 60 6

2

30% 0.5 3 36.90

0.0006 Cw Vw2 Ab

0.0006 1.2 900 36.90 23.91

Yew 3.3

78.91 total beban angin

0.0012 1.2 900 1.30 TEW

3.35 25.21

4.34

total angin kanan

28.93

A

WT I Kh TEQ Lengan Momen EO

(kN) (m) (kN.m)

1889.96 1.20 0.15 333.39 1.68 560.09

257.06 1.20 0.15 45.35 3.25 147.37

366.00 1.20 0.15 64.56 2.43 156.89

31.25 1.20 0.15 5.51 3.25 17.92

102.96 1.20 0.15 18.16 3.06 55.49

141.60 1.20 0.15 24.98 0.59 14.74

21.60 1.20 0.15 3.81 2.71 10.33

162.00 1.20 0.15 28.58 2.06 58.73

1814.40 1.20 0.15 320.06 0.84 268.85

4786.83 844.40 1290.39 YEO

1.53

1889.96 2242.56 4132.52

tambahan 366.000 U TBF YBF

4498.52 0.2 899.70 1.680

inasi pembebanan pilar

VertikalTx Ty Mx My

kN kN kN kN

Berat sendiriMS 4389.59 1109.79

Beban mati MA 1393.70 281.55

Aksi KodeHorisontal Momen

kN

Beban Tetap

STRUKTUR ATAS

ABUTMENT

82

an pada perletakan

tetap


37/91

Beban lajur

"D"TD 2256.88 1393.70

Gaya rem

TB106.72 544.27

Beban

berjalan TP 325.00 231.00

Beban angin EW 28.93 93.84

Beban gempa

EQ 844.40 844.40 1290.39 1290.39

hanyutan EF 347.52 206.40

gesekam BF 899.7 1511.5

MS+MA+TD+

TPTB EF

MS+MA+TD+

TB+TPEF

8,365.16 106.72 347.52 3560.31 206.40

MS+MA+TD+

TPTB+BF EW+EF

MS+MA+TD+

TB+TP+BFEW+EF

8365.16 1006.42 376.45 5071.81 300.24

MS+MA+TD+

TPEW+EF

MS+MA+TA+T

D+TB+TPEW+EF

8365.16 - 376.45 5071.81 300.24

MS+MA EQ EQ+EF MS+MA+EQ EQ+EF

5783.29 844.40 1191.92 2681.73 1496.79

REAKSI TIANG

a aksial maksimum yang diterima tiang

8,365.16 kN

106.72 kN Vi = Vo + My x Xmax +

347.52 kN n Xi

3560.31 kN

206.40 kN Vi = 8,365.16 + 258.00 +

18 buah 18 351.56

1.25 m

5.5 m 464.73 0.73

18.75 m

108.90 m

6273.87 kN Vi = 6273.87 + 281.48 +

-1084.87 kN 18 351.56

282.34 kN

3803.85 kN 348.55 0.80

225.18 kN

18 buah

1.25 m

Kombinasi Pembebanan

aksi lainya

Kombinasi 40%

Kombinasi 50%

Tegangan berlebihan yang diperbolehkan

Kombinasi 0%

Kombinasi 25%

Beban Lalu Lintas

Aksi Lingkungan


38/91

5.5 m

18.75 m

108.90 m

5019.10 kN Vi = 5019.10 + 225.18 +

#VALUE! kN 18 351.56

225.87 kN

3043.08 kN 278.84 0.64

180.15 kN

18 buah

1.25 m

5.5 m

18.75 m

108.90 m

2891.64 kN Vi = 2891.64 + 935.50 +

422.20 kN 18 351.56

595.96 kN

1340.87 kN 160.65 2.66

748.40 kN

18 buah1.25 m

5.5 m

18.75 m

108.90 m

ap kekuatan bahan tiang

g pancang pipa baja

diameter luar (D) 50.8

tebal (t) 1.4

diameter dalam (d) 50.8 2 1.4 48.00

A baja 0.25 3.14 2580.64 2304.00

P baja 140,000.00 0.02 3,040.27

n isi tiang pancang

A beton 0.25 3.14 2304.00 1,808.64

P beton 7,500.00 0.18 1356.48

P tiang 3040.27 1356.48 4,396.75

t sendiri tiang pancang per meter

Abaja Abeton

10,000 10,000

0.02 0.18

10,000 10,000

2.17162E-06 77 1.80864E-05 25

ode meyerhof

n konos 1.45 155 100 15,500

22.06 1826 1 1,826

W = 77 25

W =

x baja + x beton


39/91

0.25 3.14 2580.64 2,026 0.20

3.14 50.8 159.51 1.60

Atiang x qc JHP x

0.20 15,500 1826

W tiang = W L

6.19 37.2 230.41

P max 467.12 230.41 697.52

jadi P beban P tiang

4,396.75 aman

q uit

1,629.20 aman

ode schertman

4 50.8 203.2 2.03

8 50.8 406.4 4.06

x x . B D + x.b

0.7 0.36 37.56 0.50 155

1.4 0.71 37.91 0.25 155

2 1.02 38.22 0.20 155

2.7 1.37 38.57 0.17 155

3.5 1.78 38.98 0.13 155

4 2.03 39.23 0.11 155

qc 1 min 121.875 100 12,188

qc 2 45 2 + 75 +

90 + 75 + 170

647.22 100 64,722.22

Qp 38,454.86 0.20 7,790.19

sondir 2 grafik alfafs 0-8D 0.0000 0.00

100 100

Qs1 0.00 0.00 33.14 0.20 0.00

fs 8D-L 0.00000 0.00

100 100

Qs2 0.00 0.00 2.03 0.20 0.00

Qs 0.00 7,790.19 7,790.19

Qp Qs

310

310

9

Qult3

1046.66 582.5

= 0.458

H izin k 1.0 = 4,808.40

2,596.733

>

k5.6 D -0,75 5.6


41/91

21.47

0.137725316

0.86

ukung kelompok tiang

Qg Qult n Eg

1629.20 18 0.86227468 25,286.76

P beban kelompok 697.52 18 12,555.43

jadi Qg P beban kelompok

25,286.76 12,555.43

ngan abutment

Vertikal Horisontal

kN Tx Ty

kN kN

1 Berat sendiri MS 1.3 5,706.462 Beban mati MA 2 2787.40

1 Beban lajur "D" TD 1.8 4062.38

2 Gaya rem TB 1.8 192.09


1Beban angin

EW 1.2 34.72

2 Beban gempa EQ 1 844.40 844.403 hanyutan EF 1 347.52

1 gesekan BF 1.3 1169.61

NoKombinasi

beban Vo Tx Ty Mx My

kN kN kN kN kN

1 Kombinasi MS+MA+TD TBMS+MA+TD+

TB

12,556.24 192.09 5494.17

2 Kombinasi MS+MA+TD+TP

MS+MA+TP

9,078.86 2421.63

3 Kombinasi MS+MA BF EW BF EW

8,493.86 1169.61 34.72 1964.95 112.61

4 Kombinasi MS+MA EQ EQ MS+MA+EQ EQ

8,493.86 844.40 844.40 3,296.22 1290.39

ngan pile cap

20.75 MPA

aksi lainnya

Beban Lalu Lintas

Aksi Lingkungan

>

No Aksi Kode FB

Beban Tetap


42/91

240 MPA

L pile cap T pile cap beton

12 1.68 25 504.00

700.12

P tiang 1 berat poer 1

700.12 1 504 1 1204.117 100000 120411669.346

1000 B1 0.81

25

25

100

862.5

ce 0.85 fc B1

600 fy

0.85 20.75 0.81

600 240

14.29 600

240 840

0 0.714 0.0425 0.750

1.4 1.4

fy 240

isien tahanan

w b d 2

0.85 1000 743906.25

0.85 fc

0.85 20.75

tulangan

u

p b d

0.0058 1000 862.5 5031.25

gi

20% 5031.250 1006

l geser poer

700.12 6 12 350.058

600

fy

600

240

24013.61

0.0058

Mu

120411669.3460.190

fy


43/91

64.98 1000000000 64978333333

P tiang 1 berat poer 1

64.98 1 0 1 64.978 100000 6497833.333

1000 B1 0.81

25

25

100

862.5

ce 0.85 fc B1

600 fy

0.85 20.75 0.81

600 240

14.29 600

240 840

0 0.714 0.0425 0.750

1.4 1.4

fy 240

isien tahanan

w b d 2########## 9.3419760450

0.85 11000 743906.25

0.85 fc

0.85 20.75

tulangan

u

p b d

0.0058 11000 862.5 55343.75 2 27671.875

2

0.00292 11000 862.5 27671.875

gi

20% 55343.750 11069

l geser poer

64.98 6 12 32.489

600

fy

600

24013.61

240

0.0058

Mu

64.9780.000000009342

fy


44/91

0.00438 0.00195

2 0.00438 2

0.00219 0.00092 0.00389

-0.00530


45/91

175.70 10.00 1756.95

2700.00

462.00

600.00

17.93

3779.93 0.50 1889.96 0.80 1511.97

257.06 -0.36 -92.54196

Y (m) Sx (m4) Sy (m

4) X

3.06 -3.05 12.58 1 0.88 0.3

0.59 -5.55 3.34 2 0.74

2.71 -0.55 2.34 2 0.4 0.78

2.06 -3.24 13.32 2 0.98

0.84 0.00 60.96 3 1 0.3

-12.39 92.55 3 0.63

MOMEN -0.14 1.03 4 0.4 0.3

-309.64 2 0.505 0.2 0.5

MOMEN 2 0.60

1511.97

-309.64

MMS 1202.33

PMA MSI

366.00 0.80 292.80

31.250 -0.36 -11.25

397.250 281.55

50% L

50% 60 3375.00

50%

50% 306.25

MTD

1521.50-127.80

1393.70

PERHITUNGAN PILAR


46/91

TTP MTP

300 0.80 240

25.000 -0.36 -9

325.000 231


47/91

kanan total beban angin kiri

MEW TEW MEW

83.25 3.73 10.59

dan kiri

93.84

1889.96 PMSI 1999.06

2242.560 PMS2 357.91

257.061 PMS3 1936.2

366.00 PMA1 154.1

31.25 PMA2 34.927

4786.84 4482.2

TEO MEO

844.40 1290.39

MBF

1511.504


48/91

Vo Tx Ty Mx My

2091.29 2091.29 94.11 1267.95 75.06

6273.87 -1084.87 282.34 3803.85 225.18

3346.06 #VALUE! 150.58 2028.72 120.10

5019.10 #VALUE! 225.87 3043.08 180.15

2891.64 422.20 595.96 1340.87 748.402891.64 422.20 595.96 1340.87 748.40

B. gaya aksial maksimum yang diterima tiang

Mx x Ymax Ty

Y n

347.52 19.31

19581.69 18

11859.21

1.65 467.12

20921.20 Ty

11859.21 n

-1084.87 -60.27

1.76 351.11 18

H=

=

H=

=


49/91

16736.96 Ty

11859.21 n

225.87 12.55

1.41 280.89 18

7374.77 Ty

11859.21 n

595.96 33.11

0.62 163.93 18

217.16 0.02

1400 kg/cm2

100

0.18 140,000.00 kN/m2

75.00 kg/cm2

100.00

7,500.00 kN/m2

0.00 6.19

=

H=

=

H=


50/91

O

1.60

1,629.20

39.23 B 0.508

151.18 D 37.2 33.136

qc 2

140 147.50

2 140 145 148.75

2 140 145 120 143.00

62

2 140 145 120 130 140.83

2 140 145 120 130 2 121.88

2 140 145 120 130 2 145 124.44

85 2 + 80 2 + 135 155

+ 160 + 135 155

ttl sondir gaya friksilempung 0.000

Qs 0.00 7,790.19 7,790.19

Qp Qs

260

260

9

Qult3

qc 1


51/91

7,790.19 0.00

jadi Qult 0.00

0.00 0.00

50.8 48.00 2.80

3.14 D 4 d 4

I 64 6659703 5308416.0000 66297.51E 23500 10 2350

EI 2350 66297.51 155,799,146.38

nh 700 1,000,000 0.0007

T 185.992

kriteria tiang L 4 T

4 185.99

3720 > 743.9664

jepit 1.8 T

1.8 185.992 334.78Kh zf 334.78

D 50.8

Kh D 1/4 0.0046

4 EI 4

yo 0.6

e 25

yo Kh D

2 e

0.6 0.0046 50.8

2 0.0044 25 0.0044

m + (m - 1) x n

x m x n

3 + 2 x 6

3 6

kuadrat

- 1 + m - 1 + 2.00

- 1 + 3 - 1 + 2

2 2

0.89

u

6.585899

H

H

H izin

nh 0.0007

1.0 5,337.56

=

2,596.733

>

1.66189

4,808.40


52/91

20

4.472

Vi = Vo

n

Momen 1. Vo 12,556.24 kN Vi = 12,556.24

Mx My Tx 192.09 kN 18

kN kN Ty kN 697.57

Mx 5494.17 kN

1442.73 My kN H= Tx563.10 n 18 buah n

Xmax 1.25 m 192.09

Ymax 5.5 m 18

2508.66 xi 18.75 m

979.68 yi 108.90 m

415.80

2 Vo 9,078.86 kN Vi = 9,078.86

112.61 Tx kN 18

1290.39 1290.39 Ty kN 504.38206.40 Mx 2421.63 kN

My kN H= Tx

1964.950 n 18 buah n

Xmax 1.25 m 0.00

Ymax 5.5 m 18

Pn Hn xi 18.75 m

kN kN yi 108.90 m

700.12 10.67

3 Vo 8,493.86 kN Vi = 8,493.86

505.50 0.00Tx 1169.61 kN 18

Ty 34.72 kN 471.88

473.19 64.98 Mx 1964.95 kN

My 112.61 kN Tx

478.00 46.91 n 18 buah n

Xmax 1.25 m 1169.61

Ymax 5.5 m 18

xi 18.75 m

yi 108.90 m

H=


53/91

4 Vo 8,493.86 kN Vi = 8,493.86

Tx 844.40 kN 18

Ty 844.40 kN 471.88

Mx 3,296.22 kN

My 1290.39 kN Tx

n 18 buah n

Xmax 1.25 m 844.40

Ymax 5.5 m 18

xi 18.75 m

yi 108.90 m

penulangan

momen akibat tiang pancang

n 18 Mt n pn

x 0.1 18 478.00

pn 478.00

momen dan gaya geser

B 10 w 0.5 Bx1Bx1 1 0.5 1

t 1.05

momen ultimit Mp W x

x 0.5 131.25 0.5

p mx

0.032 gaya geser W 1.3

131.25 1.3 170.63

momen ultimt rencana

MUR MT MP

860.40 85.31 775.08

gaya geser ultimit rencana

VUR ( n Pn) Wp

18 478.00 170.63

telungan lentur pile cap

K 250 ht 0.85

U 24 d' 0.1

fc' 20.75 b 1

fy 240

tebal d ht d'

850 100

momen rencana nominal

Mn MUR f

77.51 0.8 96.89 100,000

faktor tahanan momen

Rn Mn 9,688,546.71

b d.2 1000 562500

H=


54/91

0.25 3.14 361 1000

4375

As bagi 0.25 3.14 361

0.25 3.14 361 1000

2188

0.6

p mx

0.032


55/91


56/91

titik 0

0.5 3.6 1 0.8

0.50 0.36 -0.36 -92.542

Y

0.39 2.86

2 3.055

1.18 1.68

2 0.59

0.3 2.56

2 2.71

0.75 1.68

2 2.0551.68

2 0.84


57/91


58/91


59/91


60/91


61/91


62/91

L

50.8 16.38

155,799,146.38

1.00

0.141 14.3819 10.00 143.82

1.00 0.010

D 50.8

0.004

jadi H izin H n

53.22 0.00

m - 1 n - 1

3 - 1 6 - 1

2 5

0.00 1.0 53.22

>

0.0044 3720

k 1.0 =

0.0046


63/91

+ My x Xmax + Mx x Ymax

Xi Y

+ 0.00 + 30,217.91

351.56 11,859.21

0.00 2.55 700.12

=10.67

+ 0.00 + 13,318.95

351.56 11,859.21

0.00 1.12 505.50

= 0.00

+ 140.77 + 10,807.23

351.56 11,859.21

0.40 0.91 473.19

64.98=


64/91

+ 1612.99 + 18,129.22

351.56 11859.21

4.59 1.53 478.00

46.91

x

0.1 860.40

t B betom1.05 10 25 131.25

1.3

1.3 85.31

10 77.51

8433.34

10 843.33 1000 843,333.74

1000 850

1000 100

1000 1000

As

p 0.01

750 b 1000

d 750

4375

9,688,546.71

0.0172 1.4

240

=


65/91

0.006

50%

65 4375

2188

1000 4375

65

129.5474286


66/91


67/91


68/91


69/91


70/91


71/91


72/91


73/91


74/91

20 4.472136


75/91

sondir 1 sondir 2

depth C C +F F F total F Fr depth C

m kg/cm2 kg/cm2 kg/cm kg/cm kg/cm2 % m kg/cm2

0.00 0.00 0.00 0.00 0.00 0.00

0.20 1.00 2.00 0.09 0.20 1.00

0.40 1.00 2.00 0.09 0.40 1.00

0.60 1.00 2.00 0.09 0.60 1.00

0.80 1.00 2.00 0.09 0.80 1.00

1.00 1.00 2.00 0.09 1.00 1.00

1.20 1.00 2.00 0.09 1.20 1.00

1.40 1.00 2.00 0.09 1.40 1.00

1.60 1.00 2.00 0.09 1.60 1.00

1.80 1.00 2.00 0.09 1.80 1.00

2.00 1.00 2.00 0.09 2.00 1.00

2.20 1.00 2.00 0.09 2.20 1.00

2.40 1.00 2.00 0.09 2.40 1.00

2.60 1.00 2.00 0.09 2.60 1.00

2.80 1.00 2.00 0.09 2.80 1.00

3.00 1.00 2.00 0.09 3.00 1.00

3.20 1.00 2.00 0.09 3.20 1.00

3.40 1.00 2.00 0.09 3.40 1.003.60 1.00 2.00 0.09 3.60 1.00

3.80 1.00 2.00 0.09 3.80 1.00

4.00 1.00 2.00 0.09 4.00 1.00

4.20 1.00 2.00 0.09 4.20 1.00

4.40 1.00 2.00 0.09 4.40 1.00

4.60 1.00 2.00 0.09 4.60 1.00

4.80 1.00 2.00 0.09 4.80 1.00

5.00 1.00 2.00 0.09 5.00 1.00

5.20 1.00 2.00 0.09 5.20 1.00

5.40 1.00 2.00 0.09 5.40 1.00

5.60 1.00 2.00 0.09 5.60 1.00

5.80 1.00 2.00 0.09 5.80 1.006.00 1.00 2.00 0.09 6.00 1.00

6.20 1.00 2.00 0.09 6.20 1.00

6.40 1.00 2.00 0.09 6.40 1.00

6.60 1.00 2.00 0.09 6.60 1.00

6.80 1.00 2.00 0.09 6.80 1.00

7.00 1.00 2.00 0.09 7.00 1.00

7.20 1.00 2.00 0.09 7.20 1.00

7.40 1.00 2.00 0.09 7.40 1.00

7.60 1.00 2.00 0.09 7.60 1.00

7.80 1.00 2.00 0.09 7.80 1.00

8.00 1.00 2.00 0.09 8.00 1.00

8.20 1.00 2.00 0.09 8.20 1.00

8.40 1.00 2.00 0.09 8.40 1.00

8.60 1.00 2.00 0.09 8.60 1.00

8.80 1.00 2.00 0.09 8.80 1.00

9.00 1.00 2.00 0.09 9.00 1.00

9.20 1.00 2.00 0.09 9.20 1.00

9.40 1.00 2.00 0.09 9.40 1.00

9.60 1.00 2.00 0.09 9.60 1.00

9.80 1.00 2.00 0.09 9.80 1.00

10.00 1.00 2.00 0.09 10.00 1.00

10.20 1.00 2.00 0.09 10.20 1.00


76/91

10.40 1.00 2.00 0.09 10.40 5.00

10.60 1.00 2.00 0.09 10.60 5.00

10.80 1.00 2.00 0.09 10.80 15.00

11.00 5.00 10.00 0.46 11.00 10.00

11.20 10.00 15.00 0.46 11.20 1.00

11.40 5.00 10.00 0.46 11.40 1.00

11.60 2.00 5.00 0.27 11.60 1.00

11.80 2.00 5.00 0.27 11.80 1.00

12.00 1.00 2.00 0.09 12.00 1.00

12.20 1.00 2.00 0.09 12.20 1.00

12.40 1.00 2.00 0.09 12.40 1.00

12.60 1.00 2.00 0.09 12.60 1.00

12.80 1.00 2.00 0.09 12.80 1.00

13.00 1.00 2.00 0.09 13.00 1.00

13.20 1.00 2.00 0.09 13.20 1.00

13.40 1.00 2.00 0.09 13.40 1.00

13.60 1.00 2.00 0.09 13.60 1.00

13.80 1.00 2.00 0.09 13.80 1.00

14.00 1.00 2.00 0.09 14.00 1.00

14.20 1.00 2.00 0.09 14.20 1.00

14.40 1.00 2.00 0.09 14.40 1.0014.60 1.00 2.00 0.09 14.60 1.00

14.80 1.00 2.00 0.09 14.80 1.00

15.00 1.00 2.00 0.09 15.00 1.00

15.20 1.00 2.00 0.09 15.20 1.00

15.40 1.00 2.00 0.09 15.40 1.00

15.60 1.00 2.00 0.09 15.60 1.00

15.80 1.00 2.00 0.09 15.80 1.00

16.00 1.00 2.00 0.09 16.00 1.00

16.20 1.00 2.00 0.09 16.20 1.00

16.40 1.00 2.00 0.09 16.40 1.00

16.60 1.00 2.00 0.09 16.60 1.00

16.80 1.00 2.00 0.09 16.80 1.0017.00 2.00 6.00 0.27 17.00 1.00

17.20 2.00 6.00 0.27 17.20 1.00

17.40 10.00 20.00 0.91 17.40 1.00

17.60 25.00 20.00 0.91 17.60 1.00

17.80 35.00 20.00 0.91 17.80 1.00

18.00 105.00 10.00 0.46 18.00 1.00

18.20 110.00 10.00 0.46 18.20 1.00

18.40 115.00 10.00 0.46 18.40 1.00

18.60 125.00 10.00 0.46 18.60 1.00

18.80 120.00 10.00 0.46 18.80 1.00

19.00 115.00 10.00 0.46 19.00 1.00

19.20 105.00 10.00 0.46 19.20 1.00

19.40 95.00 10.00 0.46 19.40 1.00

19.60 15.00 10.00 0.46 19.60 1.00

19.80 25.00 20.00 0.91 19.80 1.00

20.00 160.00 20.00 0.91 20.00 1.00

20.20 115.00 10.00 0.46 20.20 1.00

20.40 145.00 10.00 0.46 20.40 1.00

20.60 40.00 20.00 0.91 20.60 1.00

20.80 20.00 10.00 0.46 20.80 1.00

21.00 5.00 10.00 0.46 21.00 10.00

21.20 25.00 20.00 0.91 21.20 15.00


77/91

21.40 40.00 30.00 1.37 21.40 25.00

21.60 65.00 20.00 0.91 21.60 70.00

21.80 85.00 10.00 0.46 21.80 75.00

22.00 85.00 20.00 0.91 22.00 5.00

22.20 110.00 10.00 0.46 22.20 45.00

22.40 75.00 10.00 0.46 22.40 80.00

22.60 40.00 10.00 0.46 22.60 115.00

22.80 35.00 10.00 0.46 22.80 110.00

23.00 20.00 10.00 0.46 23.00 90.00

23.20 55.00 20.00 0.91 23.20 125.00

23.40 75.00 20.00 0.91 23.40 165.00

23.60 105.00 10.00 0.46 23.60 185.00

23.80 135.00 20.00 0.91 23.80 135.00

24.00 75.00 20.00 0.91 24.00 55.00

24.20 45.00 20.00 0.91 24.20 65.00

24.40 30.00 20.00 0.91 24.40 85.00

24.60 25.00 20.00 0.91 24.60 85.00

24.80 15.00 10.00 0.46 24.80 55.00

25.00 5.00 10.00 0.46 25.00 55.00

25.20 10.00 10.00 0.46 25.20 50.00

25.40 15.00 10.00 0.46 25.40 50.0025.60 10.00 20.00 0.91 25.60 25.00

25.80 10.00 10.00 0.46 25.80 20.00

26.00 10.00 10.00 0.46 26.00 20.00

26.20 5.00 10.00 0.46 26.20 5.00

26.40 2.00 6.00 0.27 26.40 5.00

26.60 2.00 6.00 0.27 26.60 5.00

26.80 2.00 6.00 0.27 26.80 5.00

27.00 2.00 6.00 0.27 27.00 5.00

27.20 2.00 6.00 0.27 27.20 5.00

27.40 2.00 6.00 0.27 27.40 5.00

27.60 2.00 6.00 0.27 27.60 5.00

27.80 2.00 6.00 0.27 27.80 8.0028.00 2.00 6.00 0.27 28.00 8.00

28.20 2.00 6.00 0.27 28.20 8.00

28.40 2.00 6.00 0.27 28.40 8.00

28.60 2.00 6.00 0.27 28.60 8.00

28.80 2.00 6.00 0.27 28.80 5.00

29.00 2.00 6.00 0.27 29.00 5.00

29.20 2.00 6.00 0.27 29.20 5.00

29.40 2.00 6.00 0.27 29.40 5.00

29.60 2.00 6.00 0.27 29.60 8.00

29.80 2.00 6.00 0.27 29.80 8.00

30.00 2.00 6.00 0.27 30.00 8.00

30.20 2.00 6.00 0.27 30.20 8.00

30.40 2.00 6.00 0.27 30.40 8.00

30.60 2.00 6.00 0.27 30.60 10.00

30.80 2.00 6.00 0.27 30.80 10.00

31.00 2.00 6.00 0.27 31.00 12.00

31.20 2.00 6.00 0.27 31.20 12.00

31.40 2.00 6.00 0.27 31.40 10.00

31.60 2.00 6.00 0.27 31.60 10.00

31.80 2.00 6.00 0.27 31.80 10.00

32.00 3.00 4.00 0.18 32.00 12.00

32.20 3.00 4.00 0.18 32.20 15.00


78/91

32.40 5.00 6.00 0.27 32.40 15.00

32.60 8.00 8.00 0.37 32.60 18.00

32.80 10.00 10.00 0.46 32.80 20.00

33.00 12.00 12.00 0.55 33.00 20.00

33.20 15.00 10.00 0.46 33.20 22.00

33.40 18.00 8.00 0.37 33.40 22.00

33.60 20.00 10.00 0.46 33.60 25.00

33.80 32.00 12.00 0.55 33.80 25.00

34.00 32.00 20.00 0.91 34.00 28.00

34.20 35.00 20.00 0.91 34.20 20.00

34.40 35.00 20.00 0.91 34.40 20.00

34.60 30.00 20.00 0.91 34.60 32.00

34.80 30.00 20.00 0.91 34.80 35.00

35.00 32.00 20.00 0.91 35.00 35.00

35.20 35.00 20.00 0.91 35.20 38.00

35.40 35.00 20.00 0.91 35.40 42.00

35.60 30.00 20.00 0.91 1.00 17.00 35.60 45.00

35.80 45.00 40.00 1.83 2.00 16.00 35.80 45.00

36.00 68.00 14.00 0.64 3.00 1.00 36.00 75.00

36.20 85.00 20.00 0.91 4.00 2.00 36.20 85.00

36.40 85.00 50.00 2.28 5.00 3.00 36.40 85.0036.60 110.00 50.00 2.28 6.00 4.00 36.60 80.00

36.80 110.00 40.00 1.83 7.00 5.00 36.80 80.00

37.00 125.00 20.00 0.91 8.00 6.00 37.00 135.00

37.20 125.00 20.00 0.91 9.00 7.00 37.20 155.00

37.40 125.00 20.00 0.91 8.00 37.40 140.00

37.60 110.00 20.00 0.91 9.00 37.60 145.00

37.80 100.00 40.00 1.83 10.00 37.80 155.00

38.00 100.00 40.00 1.83 11.00 38.00 120.00

38.20 120.00 40.00 1.83 12.00 38.20 130.00

38.40 130.00 60.00 2.74 13.00 38.40 135.00

38.60 14.00 38.60 135.00

38.80 15.00 38.80 145.0039.00 39.00

39.20 39.20

39.40 39.40

39.60 39.60

39.80 39.80


79/91

C +F F F total F Fr depth C Cleef

kg/cm2 kg/cm kg/cm kg/cm2 % (Cli)

0.00 0.00 m kg/cm2 kg/cm2

2.00 0.09 0.00 0.00 0.00

2.00 0.09 0.20 1.00 0.09

2.00 0.09 0.40 1.00 0.09

2.00 0.09 0.60 1.00 0.09

2.00 0.09 0.80 1.00 0.09

2.00 0.09 1.00 1.00 0.09

2.00 0.09 1.20 1.00 0.09

2.00 0.09 1.40 1.00 0.09

2.00 0.09 1.60 1.00 0.09

2.00 0.09 1.80 1.00 0.09

2.00 0.09 2.00 1.00 0.09

2.00 0.09 2.20 1.00 0.09

2.00 0.09 2.40 1.00 0.09

2.00 0.09 2.60 1.00 0.09

2.00 0.09 2.80 1.00 0.09

2.00 0.09 3.00 1.00 0.09

2.00 0.09 3.20 1.00 0.092.00 0.09 3.40 1.00 0.09

2.00 0.09 3.60 1.00 0.09

2.00 0.09 3.80 1.00 0.09

2.00 0.09 4.00 1.00 0.09

2.00 0.09 4.20 1.00 0.09

2.00 0.09 4.40 1.00 0.09

2.00 0.09 4.60 1.00 0.09

2.00 0.09 4.80 1.00 0.09

2.00 0.09 5.00 1.00 0.09

2.00 0.09 5.20 1.00 0.09

2.00 0.09 5.40 1.00 0.09

2.00 0.09 5.60 1.00 0.092.00 0.09 5.80 1.00 0.09

2.00 0.09 6.00 1.00 0.09

2.00 0.09 6.20 1.00 0.09

2.00 0.09 6.40 1.00 0.09

2.00 0.09 6.60 1.00 0.09

2.00 0.09 6.80 1.00 0.09

2.00 0.09 7.00 1.00 0.09

2.00 0.09 7.20 1.00 0.09

2.00 0.09 7.40 1.00 0.09

2.00 0.09 7.60 1.00 0.09

2.00 0.09 7.80 1.00 0.09

2.00 0.09 8.00 1.00 0.09

2.00 0.09 8.20 1.00 0.09

2.00 0.09 8.40 1.00 0.09

2.00 0.09 8.60 1.00 0.09

2.00 0.09 8.80 1.00 0.09

2.00 0.09 9.00 1.00 0.09

2.00 0.09 9.20 1.00 0.09

2.00 0.09 9.40 1.00 0.09

2.00 0.09 9.60 1.00 0.09

2.00 0.09 9.80 1.00 0.09

2.00 0.09 10.00 1.00 0.09


80/91

10.00 0.46 10.20 1.00 0.09

10.00 0.46 10.40 5.00 0.46

10.00 0.46 10.60 5.00 0.46

20.00 0.91 10.80 15.00 0.46

2.00 0.09 11.00 10.00 0.91

2.00 0.09 11.20 1.00 0.09

2.00 0.09 11.40 1.00 0.09

2.00 0.09 11.60 1.00 0.09

2.00 0.09 11.80 1.00 0.09

2.00 0.09 12.00 1.00 0.09

2.00 0.09 12.20 1.00 0.09

2.00 0.09 12.40 1.00 0.09

2.00 0.09 12.60 1.00 0.09

2.00 0.09 12.80 1.00 0.09

2.00 0.09 13.00 1.00 0.09

2.00 0.09 13.20 1.00 0.09

2.00 0.09 13.40 1.00 0.09

2.00 0.09 13.60 1.00 0.09

2.00 0.09 13.80 1.00 0.09

2.00 0.09 14.00 1.00 0.09

2.00 0.09 14.20 1.00 0.092.00 0.09 14.40 1.00 0.09

2.00 0.09 14.60 1.00 0.09

2.00 0.09 14.80 1.00 0.09

2.00 0.09 15.00 1.00 0.09

2.00 0.09 15.20 1.00 0.09

2.00 0.09 15.40 1.00 0.09

2.00 0.09 15.60 1.00 0.09

2.00 0.09 15.80 1.00 0.09

2.00 0.09 16.00 1.00 0.09

2.00 0.09 16.20 1.00 0.09

2.00 0.09 16.40 1.00 0.09

2.00 0.09 16.60 1.00 0.092.00 0.09 16.80 1.00 0.09

2.00 0.09 17.00 1.00 0.09

2.00 0.09 17.20 1.00 0.09

2.00 0.09 17.40 1.00 0.09

2.00 0.09 17.60 1.00 0.09

2.00 0.09 17.80 1.00 0.09

2.00 0.09 18.00 1.00 0.09

2.00 0.09 18.20 1.00 0.09

2.00 0.09 18.40 1.00 0.09

2.00 0.09 18.60 1.00 0.09

2.00 0.09 18.80 1.00 0.09

2.00 0.09 19.00 1.00 0.09

2.00 0.09 19.20 1.00 0.09

2.00 0.09 19.40 1.00 0.09

2.00 0.09 19.60 1.00 0.09

2.00 0.09 19.80 1.00 0.09

2.00 0.09 20.00 1.00 0.09

2.00 0.09 20.20 1.00 0.09

2.00 0.09 20.40 1.00 0.09

2.00 0.09 20.60 1.00 0.09

20.00 0.91 20.80 1.00 0.09

10.00 0.46 21.00 10.00 0.91


81/91

10.00 0.46 21.20 15.00 0.46

20.00 0.91 21.40 25.00 0.46

20.00 0.91 21.60 70.00 0.91

10.00 0.46 21.80 75.00 0.91

20.00 0.91 22.00 5.00 0.46

30.00 1.37 22.20 45.00 0.91

10.00 0.46 22.40 80.00 1.37

10.00 0.46 22.60 115.00 0.46

20.00 0.91 22.80 110.00 0.46

30.00 0.91 23.00 90.00 0.91

10.00 0.46 23.20 125.00 0.91

20.00 0.91 23.40 165.00 0.46

20.00 0.91 23.60 185.00 0.91

40.00 1.83 23.80 135.00 0.91

40.00 1.83 24.00 55.00 1.83

20.00 0.91 24.20 65.00 1.83

20.00 0.91 24.40 85.00 0.91

34.00 1.55 24.60 85.00 0.91

40.00 1.83 24.80 55.00 1.55

40.00 1.83 25.00 55.00 1.83

40.00 1.83 25.20 50.00 1.8320.00 0.91 25.40 50.00 1.83

20.00 0.91 25.60 25.00 0.91

20.00 0.91 25.80 20.00 0.91

10.00 0.46 26.00 20.00 0.91

10.00 0.46 26.20 5.00 0.46

10.00 0.46 26.40 5.00 0.46

10.00 0.46 26.60 5.00 0.46

10.00 0.46 26.80 5.00 0.46

10.00 0.46 27.00 5.00 0.46

10.00 0.46 27.20 5.00 0.46

10.00 0.46 27.40 5.00 0.46

16.00 0.73 27.60 5.00 0.4616.00 0.73 27.80 8.00 0.73

16.00 0.73 28.00 8.00 0.73

20.00 0.91 28.20 8.00 0.73

20.00 0.91 28.40 8.00 0.91

10.00 0.46 28.60 8.00 0.91

10.00 0.46 28.80 5.00 0.46

10.00 0.46 29.00 5.00 0.46

10.00 0.46 29.20 5.00 0.46

8.00 0.37 29.40 5.00 0.46

8.00 0.37 29.60 8.00 0.37

8.00 0.37 29.80 8.00 0.37

8.00 0.37 30.00 8.00 0.37

8.00 0.37 30.20 8.00 0.37

10.00 0.46 30.40 8.00 0.37

10.00 0.46 30.60 10.00 0.46

12.00 0.55 30.80 10.00 0.46

12.00 0.55 31.00 12.00 0.55

20.00 0.91 31.20 12.00 0.55

20.00 0.91 31.40 10.00 0.91

20.00 0.91 31.60 10.00 0.91

20.00 0.91 31.80 10.00 0.91

20.00 0.91 32.00 12.00 0.91


82/91

20.00 0.91 32.20 15.00 0.91

20.00 0.91 32.40 15.00 0.91

20.00 0.91 32.60 18.00 0.91

20.00 0.91 32.80 20.00 0.91

20.00 0.91 33.00 20.00 0.91

26.00 1.19 33.20 22.00 0.91

20.00 0.91 33.40 22.00 1.19

20.00 0.91 33.60 25.00 0.91

20.00 0.91 33.80 25.00 0.91

20.00 0.91 34.00 28.00 0.91

20.00 0.91 34.20 20.00 0.91

20.00 0.91 34.40 20.00 0.91

20.00 0.91 34.60 32.00 0.91

20.00 0.91 34.80 35.00 0.91

20.00 0.91 35.00 35.00 0.91

40.00 1.83 35.20 38.00 0.91

40.00 1.83 35.40 42.00 1.83

40.00 1.83 35.60 45.00 1.83

20.00 0.91 35.80 45.00 1.83

14.00 0.64 36.00 75.00 0.91

20.00 0.91 36.20 85.00 0.6440.00 1.83 36.40 85.00 0.91

40.00 1.83 36.60 80.00 1.83

20.00 0.91 36.80 80.00 1.83

20.00 0.91 37.00 135.00 0.91

40.00 1.83 1.00 37.20 155.00 0.91

40.00 1.83 2.00 37.40 140.00 1.83

60.00 2.74 3.00 37.60 145.00 1.83

40.00 1.83 4.00 37.80 155.00 2.74

40.00 1.83 5.00 38.00 120.00 1.83

40.00 1.83 6.00 38.20 130.00 1.83

40.00 1.83 7.00 38.40 135.00 1.83

80.00 3.66 8.00 38.60 135.00 1.839.00 38.80 145.00 3.66


83/91

Permeter Panjang per segmen Gaya friksi

(P) (Ii) qs 1 fs 0 - 8D alfa

cm cm kg F grfik

127.48 20.00 0.00 0.3764 0.88

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 qs 2 fs 8D - L alfa

127.48 20.00 229.47

127.48 20.00 229.47 1.16471 0.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 Qs1 Qs2

127.48 20.00 229.47

127.48 20.00 229.47 14553.16 115032.85

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 Qult Qall

127.48 20.00 229.47

127.48 20.00 229.47 129.59 43.20

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 7.63 mm

127.48 20.00 229.47 0.25 0.08 3.14

127.48 20.00 229.47 cm

127.48 20.00 229.47 0.08 3.14

127.48 20.00 229.47

127.48 20.00 229.47 0.25 7.63 3.14

127.48 20.00 229.47

127.48 20.00 229.47 7.63 3.14

127.48 20.00 229.47

127.48 20.00 229.47 7.63

127.48 20.00 229.47 0.25 0.76 3.14

127.48 20.00 229.47

127.48 20.00 229.47 0.76 3.14

127.48 20.00 229.47

127.48 20.00 229.47 0.25 7.63 3.14

127.48 20.00 229.47

127.48 20.00 229.47 7.63 3.14

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47


84/91

127.48 20.00 229.47 N

127.48 20.00 1,172.85 392887.45

127.48 20.00 1,172.85 kg

127.48 20.00 1,172.85 723.20 bagi

127.48 20.00 2,320.21

127.48 20.00 229.47 mm

127.48 20.00 229.47 173.00 bagi

127.48 20.00 229.47

127.48 20.00 229.47 kg/cm2

127.48 20.00 229.47 173.00 kali

127.48 20.00 229.47

127.48 20.00 229.47 kg/m

127.48 20.00 229.47 2151.00 kali

127.48 20.00 229.47

127.48 20.00 229.47 ton

127.48 20.00 229.47 15.696 kali

127.48 20.00 229.47

127.48 20.00 229.47 kg

127.48 20.00 229.47 44.859 bagi

127.48 20.00 229.47

127.48 20.00 229.47 kg/cm127.48 20.00 229.47 173.00 kali

127.48 20.00 229.47

127.48 20.00 229.47 m

127.48 20.00 229.47 0.15 kali

127.48 20.00 229.47

127.48 20.00 229.47 mm

127.48 20.00 229.47 60 bagi

127.48 20.00 229.47

127.48 20.00 229.47 cm

127.48 20.00 229.47 15 bagi

127.48 20.00 229.47

127.48 20.00 229.47 cm127.48 20.00 229.47 15 kali

127.48 20.00 229.47

127.48 20.00 229.47 0.50 ton

127.48 20.00 229.47 1166.61 bagi

127.48 20.00 229.47

127.48 20.00 229.47 0.50

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 0.50

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47

127.48 20.00 229.47 4.20 0.35

127.48 20.00 229.47 0.05

127.48 20.00 229.47

127.48 20.00 229.47 4.20 0.28

127.48 20.00 229.47 0.575

127.48 20.00 229.47

127.48 20.00 2,320.21


85/91

127.48 20.00 1,172.85 1.00 0.40

127.48 20.00 1,172.85 0.10

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 1,172.85

127.48 20.00 2,320.21

127.48 20.00 3,493.06

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 1,172.85

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 3,952.00

127.48 20.00 4,665.91

127.48 20.00 4,665.91127.48 20.00 4,665.91

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85127.48 20.00 1,861.27

127.48 20.00 1,861.27

127.48 20.00 1,861.27

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 943.38

127.48 20.00 943.38

127.48 20.00 943.38

127.48 20.00 943.38

127.48 20.00 943.38

127.48 20.00 1,172.85

127.48 20.00 1,172.85

127.48 20.00 1,402.32

127.48 20.00 1,402.32

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21


86/91

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 3,034.12

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 2,320.21

127.48 20.00 1,631.80127.48 20.00 2,320.21

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 2,320.21

127.48 20.00 2,320.21

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 6,986.12

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 4,665.91

127.48 20.00 4,665.91127.48 20.00 9,331.83

256,599.80 100 2566.00


87/91

33.952 162.4

L - 8 x D

37.2 8 0.406 33.952

4 x D

4 0.406 1.624

Qs

129586.00 kg

129.586

0.00457 32 0.146240853

0.01828 30 0.548403198

0.02285

45.70027 30 1371.007995

182.8011 30 5484.03198

0.457003 2 0.91400533 16 14.62408528

0

1.828011 2 3.65602132 5 18.2801066

4.57002665 3 13.71007995

45.70027 2 91.400533 5 457.002665

0

182.8011 2 365.602132 5 1828.01066


88/91

kN

1000 392.887

kN

100.00 7.23 36406.04345

10

kN 3640.604345 255324.3035 929,534,769

1000 0.173

600

kN/m2 1,000,000

100 17300 0.0006

kg/cm

100 215100

kN

10 156.96

ton

1000 0.044859

kN/m1 173

cm

100 15

cm

10 6

m

100 0.15

mm10 150

mm

10000 11666100

11666100000000

1.70 0.50 3.60 1.00

0.80

1.25 0.50 3.60 0.36

257.06 1.44 370.17

257.06 -1.44 -370.17


89/91


90/91


91/91

######## ########

100 10

3640604 3640.604

210,000 kg/cm2

100

########

210000 ######## ######## ######## 42.2016

perhitungan abutment

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