hit tulangan abutment jembatan

ANALISIS STRUKTUR JEMBATAN

PERENCANAAN ABUTMENT 22

4.5 Penulangan Abutment A. Penulangan Titik I

Tabel 4.3 Perhitungan Gaya Horisontal (Ea) dan Momen (t-m), ditinjau untuk tiap 1 m thd ttk I

h b Ka H (ton) ke I (m) Momen (t-m) Akibat beban merata

1 6,2 0,8000 1/3 b h Ka 1,6533 3,1000 5,1252 2 3 4,0614 1/3 ½ b h Ka 2,0307 4,2000 8,5289 3 3,2 4,0614 1/3 b h Ka 4,3322 1,6000 6,9315 4 3,2 4,0000 - ½ b h 6,4000 1,0667 6,8269 5 3,2 2,0520 1/3 ½ b h Ka 1,0944 1,0667 1,1674

Akibat baban titik 6 2,89 2,5193 ½ b h 3,6404 3,7967 13,8215

42,4014

Perhitungan baja tulangan

M = 424,0140 KNm

h = 800 mm d = 800 - 60 = 740 mm

9679,074010008,010 424,0140

2

6

2 =×××

=××

=db

Mkφ

MPa

028069,0

200000390003,0

003,0390

85,02585,0003,0

003,085,0 1'

=+

××

=+

××

=

s

yy

cb

Eff

f βρ

ρmaks = 0,75 ρb = 0,75 x 0,028069 = 0,02105175

3'

'

105410,22585,0

9679,02113902585,0

85,021185,0 −×=⎟⎟

⎠

⎞⎜⎜⎝

⎛×

×−−=⎟⎟

⎠

⎞⎜⎜⎝

⎛−−=

cy

cperlu f

kffρ

3min 105897,3

3904,14,1 −×===

yfρ

As = ρ x b x d = 3,5897 x10-3 x 1000 x 740 = 2656,3780 mm2

Dipakai tulangan ∅16 (As = 210,0619 mm2), dengan jarak antar tulangan

0783,792656,3780

1000210,0619=

×=perlus mm

dipakai tulangan ∅16-75 mm

8253,280075

1000210,0619=

×=sA mm2



tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2

9999,374560,1651

1000210,0619=

×=perlus mm


B. Penulangan Titik J Tabel 4.4 Perhitungan Gaya Horisontal (Ea) dan Momen (t-m), ditinjau untuk tiap 1 m thd ttk J

h b Ka H ke J (m) Momen (tm)Akibat beban merata

1 3,0 0,8000 1/3 b h Ka 0,8 1,5000 1,2000 2 3,0 4,0614 1/3 ½ b h Ka 2,0307 1,0000 2,0307

Akibat baban titik 6a 1,56 1,3599 ½ b h 1,0607 1,04 1,1031 6b 1,56 1,1594 b h 1,8087 0,78 1,4108

5,7446

M = 57,4460 KNm

h = 800 mm d = 800 - 60 = 740 mm

1311,074010008,010 57,4460

2

6

2 =×××

=××

=db

Mkφ

MPa

028069,0

200000390003,0

003,0390

85,02585,0003,0

003,085,0 1'

=+

××

=+

××

=

s

yy

cb

Eff

f βρ

ρmaks = 0,75 ρb = 0,75 x 0,028069 = 0,02105175

4'

'

103720,32585,0

1311,02113902585,0

85,021185,0 −×=⎟⎟

⎠

⎞⎜⎜⎝

⎛×

×−−=⎟⎟

⎠

⎞⎜⎜⎝

⎛−−=

cy

cperlu f

kffρ

3min 105897,3

3904,14,1 −×===

yfρ

As = ρ x b x d = 3,5897 x10-3 x 1000 x 740 = 2656,3780 mm2


0783,792656,3780

1000210,0619=

×=perlus mm




8253,280075

1000210,0619=

×=sA mm2

tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2

9999,374560,1651

1000210,0619=

×=perlus mm


C. Penulangan Titik K

Tabel 4.5 Perhitungan Gaya Horisontal (Ea) dan Momen (t-m), ditinjau untuk tiap 1 m thd ttk K

h b Ka H ke J (m) Momen (tm)Akibat beban merata

1 1,4 0,8000 1/3 b h Ka 0,3733 0,7000 0,2613 2 1,4 4,0614 1/3 ½ b h Ka 0,9477 0,4667 0,4423

0,7036

M = 7,0360 KNm

h = 500 mm d = 500 - 60 = 440 mm

0454,044010008,010 7,0360

2

6

2 =×××

=××

=db

Mkφ

MPa

028069,0

200000390003,0

003,0390

85,02585,0003,0

003,085,0 1'

=+

××

=+

××

=

s

yy

cb

Eff

f βρ

ρmaks = 0,75 ρb = 0,75 x 0,028069 = 0,02105175

4'

'

101653,12585,0

0454,02113902585,0

85,021185,0 −×=⎟⎟

⎠

⎞⎜⎜⎝

⎛×

×−−=⎟⎟

⎠

⎞⎜⎜⎝

⎛−−=

cy

cperlu f

kffρ

3min 105897,3

3904,14,1 −×===

yfρ

As = ρ x b x d = 3,5897 x10-3 x 1000 x 440 = 1579,4680 mm2


9954,1321579,4680

1000210,0619=

×=perlus mm


4952,1680125

1000210,0619=

×=sA mm2



tulangan bagi = 20 % × 1680,4952 = 336,0990 mm2

625336,0990

1000210,0619=

×=perlus mm


D. Penulangan Dasar Abutment

7039,143970,964,33789,91 =+=y t/m2

4509,133970,966,23789,92 =+=y t/m2

bagian depan dinding

( ) ⎟⎠⎞

⎜⎝⎛ ×

×××−×+⎟⎠⎞

⎜⎝⎛ ×××=

36,226,20,17039,147759,18

21

26,26,20,17039,14maksM

= 49,6992 + 9,1756 = 58,8748 tm

M = 588,7480 KNm

h = 800 mm d = 800 - 60 = 740 mm

3439,174010008,010 588,7480

2

6

2 =×××

=××

=db

Mkφ

MPa

028069,0

200000390003,0

003,0390

85,02585,0003,0

003,085,0 1'

=+

××

=+

××

=

s

yy

cb

Eff

f βρ

ρmaks = 0,75 ρb = 0,75 x 0,028069 = 0,02105175

3'

'

105623,32585,0

3439,12113902585,0

85,021185,0 −×=⎟⎟

⎠

⎞⎜⎜⎝

⎛×

×−−=⎟⎟

⎠

⎞⎜⎜⎝

⎛−−=

cy

cperlu f

kffρ

3min 105897,3

3904,14,1 −×===

yfρ

As = ρ x b x d = 3,5897 x10-3 x 1000 x 740 = 2656,3780 mm2


0783,792656,3780

1000210,0619=

×=perlus mm


18,7759

9,3789

y2 y1

0,8 m 2,6 m 2,6 m



8253,280075

1000210,0619=

×=sA mm2

tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2

9999,374560,1651

1000210,0619=

×=perlus mm


bagian belakang dinding

1.momen akibat tanah pengisi

Berat (ton) Lengan (m) Momen (t-m) a 1,8 × 0,3 × 1,0 × 1,90 = 1,0260 1,70 1,7442 b 0,3 × 0,3 × 1,0 × 1,90 = 0,1710 0,65 0,1112 c 1,8 × 1,1 × 1,0 × 1,90 = 3,7620 1,70 6,3954 d 1,8 × 1,6 × 1,0 × 1,90 = 5,7420 1,70 9,7614 e ½ 0,8 × 1,6 × 1,0 × 1,90 = 1,2160 0,5333 0,6485 f 2,6 × 3,2 × 1,0 × 0,5130 = 4,2682 1,30 5,5487

= 16,1852 24,2094

2. momen akibat berat abutment

= 24,7440 × ( 2,881 – 2,6 ) = 6,9531 t-m

3. momen akibat tekanan tanah




42,4014

Momen total = 42,4014 – (24,2094 + 6,9531) = 11,2389 tm

M = 112,3890 KNm

h = 800 mm d = 800 - 60 = 740 mm



2565,074010008,010 112,3890

2

6

2 =×××

=××

=db

Mkφ

MPa

028069,0

200000390003,0

003,0390

85,02585,0003,0

003,085,0 1'

=+

××

=+

××

=

s

yy

cb

Eff

f βρ

ρmaks = 0,75 ρb = 0,75 x 0,028069 = 0,02105175

4'

'

106171,62585,0

2565,02113902585,0

85,021185,0 −×=⎟⎟

⎠

⎞⎜⎜⎝

⎛×

×−−=⎟⎟

⎠

⎞⎜⎜⎝

⎛−−=

cy

cperlu f

kffρ

3min 105897,3

3904,14,1 −×===

yfρ

As = ρ x b x d = 3,5897 x10-3 x 1000 x 740 = 2656,3780 mm2


0783,792656,3780

1000210,0619=

×=perlus mm


8253,280075

1000210,0619=

×=sA mm2

tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2

9999,374560,1651

1000210,0619=

×=perlus mm


E. Penulangan Sayap

Bentuk garis leleh disederhanakan sebagai berikut :

2,6 m

6,2 m

a

im

im

m



Perhitungan Gaya Horisontal (Ea) dan Momen (t-m), ditinjau untuk tiap 1 m




42,4014

hit tulangan abutment jembatan

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