Hit Tulangan Abutment Jembatan

 ANALISIS STRUKTUR JEMBATAN

4.5 Penulangan Abutment A . Penulan Penulang gan Titik Ti tik I  Tab  Tabel 4.3 Perhitu itungan Gaya Hor Horiso isontal (E (Ea) dan Mom Momen (t-m (t-m), diti ditinj njau au untuk untuk tiap tiap 1 m thd ttk I

h b A kiba ki batt beban beban merata 1 6,2 0,8000 2 3 4,0614 4,0614 3 3,2 4,0614 4 3,2 4,0000 5 3,2 2,0520 A kiba kibat baban titik titik 6 2,89 2,5193

H (ton)

K a 1/3 1/3 1/3 1/3

ke I (m) (m)

Momen (t-m (t-m)

b h K a ½b h K a b h K a ½b h ½b h K a

1,6533 2,0307 4,3322 6,4000 1,0944

3,1000 4,2000 1,6000 1,0667 1,0667

5,1252 8,5289 6,9315 6,8269 1,1674

½b h

3,6404

3,7967

13,8215 42,4014

Perhitunga erhitungan baja tulang tulangan an M =42 424,01 4,0140 K Nm h =800 mm

d =800 - 60 =740 mm

M 424,0140 × 106 = = 0,9679 MPa k= φ  × b × d 2 0,8× 1000 × 7402 f c' × β 1 ×  ρ b = 0,85 f y

0,003 25× 0,85 0,003 = 0,85 × = 0,028069 f y 390 390 0,003+ 0,003+ 200000 Es

 ρ maks maks = 0,75 ρ b = 0,75 x 0,028069 = 0,02105175  ρ perlu

⎛   ⎞ × f c' ⎛  2k  ⎞ ⎟ = 0,85 25 ⎜1− 1− 2 0,9679 ⎟ = 2,5410× 10−3 = 0,85 ⎜⎜1− 1− ' ⎟ ⎜ f y ⎝  0,85 f c  ⎠ 390 ⎝  0,85× 25  ⎠⎟

 ρ min =

1,4 1,4 = = 3,5897× 10−3 f y 390

As = ρ  x b x d =3,5897 x10-3 x 1000 x 740 =2656 =2656,3780 ,3780 mm2 Dipakai tulangan ∅16 (As =210,0619 mm2), denga dengan n jarak jarak antar antar tulan tulangan gan sperlu =

210,0619 × 1000 = 79,0783 mm 2656,3780

dipakai tulangan ∅16-75 16-75 mm As =

210,0619 × 1000 = 2800,8253mm2 75

 PERENCANAAN ABUTMENT

22

 ANALISIS STRUKTUR JEMBATAN

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

210,0619 × 1000 = 374,9999 mm 560,1651

dipakai tulangan ∅16-250 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 Akibat beban merata 1 3,0 0,8000 2 3,0 4,0614 Akibat baban titik 6a 1,56 1,3599 6b 1,56 1,1594

K a 1/3 1/3

H

ke J (m)

Momen (tm)

b h K a ½b h K a

0,8 2,0307

1,5000 1,0000

1,2000 2,0307

½b h bh

1,0607 1,8087

1,04 0,78

1,1031 1,4108 5,7446

M =57,4460 KNm h =800 mm

d =800 - 60 =740 mm

M 57,4460 × 106 = = 0,1311MPa k= 2 0,8× 1000× 7402 φ  × b × d f c' × β 1 ×  ρ b = 0,85 f y

0,003 25× 0,85 0,003 = 0,85 × = 0,028069 f y 390 390 0,003+ 0,003+ 200000 Es

 ρ maks = 0,75 ρ b =0,75 x 0,028069 =0,02105175  ρ perlu = 0,85  ρ min =

 ⎞ ⎛   ⎞ × f c' ⎛  ⎜1− 1− 2k ' ⎟ = 0,85 25 ⎜1− 1− 2 0,1311 ⎟ = 3,3720× 10−4 f y ⎜⎝  0,85 f c  ⎠⎟ 390 ⎜⎝  0,85× 25  ⎠⎟

1,4 1,4 = = 3,5897× 10−3 f y 390

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 sperlu =

210,0619 × 1000 = 79,0783 mm 2656,3780

dipakai tulangan ∅16-75 mm

 PERENCANAAN ABUTMENT

23

 ANALISIS STRUKTUR JEMBATAN

As =

210,0619 × 1000 = 2800,8253 mm2 75

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

210,0619 × 1000 = 374,9999 mm 560,1651

dipakai tulangan ∅16-250 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 Akibat beban merata 1 1,4 0,8000 2 1,4 4,0614

K a 1/3 1/3

b h K a ½b h K a

H

ke J (m)

0,3733 0,9477

0,7000 0,4667

Momen (tm) 0,2613 0,4423 0,7036

M =7,0360 KNm h =500 mm

d =500 - 60 =440 mm

M 7,0360 × 106 = = 0,0454 MPa k= φ  × b × d 2 0,8× 1000 × 4402 f c' × β 1 ×  ρ b = 0,85 f y

0,003 25× 0,85 0,003 = 0,85 × = 0,028069 f y 390 390 0,003+ 0,003+ 200000 Es

 ρ maks = 0,75 ρ b =0,75 x 0,028069 =0,02105175

⎛   ⎞ f c' ⎛  2k  ⎞ ⎟ = 0,85 25 ⎜1− 1− 2× 0,0454 ⎟ = 1,1653× 10−4  ρ perlu = 0,85 ⎜⎜1− 1− ' ⎟ f y ⎝  0,85 f c  ⎠ 390 ⎜⎝  0,85× 25  ⎠⎟  ρ min =

1,4 1,4 = = 3,5897× 10−3 f y 390

As = ρ  x b x d =3,5897 x10-3 x 1000 x 440 =1579,4680 mm2 Dipakai tulangan ∅16 (As =210,0619 mm2), dengan jarak antar tulangan sperlu =

210,0619 × 1000 = 132,9954 mm 1579,4680

dipakai tulangan ∅16-125 mm As =

210,0619 × 1000 = 1680,4952 mm2 125

 PERENCANAAN ABUTMENT

24

 ANALISIS STRUKTUR JEMBATAN

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

210,0619 × 1000 = 625 mm 336,0990

dipakai tulangan ∅16-250 mm D. Penulangan Dasar Abutment 2,6 m

0,8 m

y2

2,6 m

y1

9,3789

y1 = 9,3789 +

3,4 9,3970 = 14,7039 t/m2 6

y2 = 9,3789 +

2,6 9,3970 = 13,4509 t/m2 6

18,7759

bagian depan dinding 2,6 ⎞ ⎛ 1 2× 2,6 ⎞ ⎛  M maks = ⎜14,7039× 1,0× 2,6× ⎟ + ⎜ × (18,7759− 14,7039) × 1,0× 2,6× ⎟ 2  ⎠ ⎝ 2 3  ⎠ ⎝  =49,6992 +9,1756 =58,8748 tm M =588,7480 KNm h =800 mm

d =800 - 60 =740 mm

M 588,7480 × 106 = = 1,3439MPa k= 2 0,8× 1000× 7402 φ  × b × d  ρ b = 0,85

f c' × β 1 × f y

0,003 25× 0,85 0,003 = 0,85 × = 0,028069 f y 390 390 0,003+ 0,003+ 200000 Es

 ρ maks = 0,75 ρ b =0,75 x 0,028069 =0,02105175

f c' ⎛  2k  ⎞ 25 ⎛  2 × 1,3439 ⎞ ⎟ ⎜ ⎟ = 3,5623× 10−3 = − − 0 , 85 1 1  ρ perlu = 0,85 ⎜⎜1− 1− ' ⎟ f y ⎝  0,85 f c  ⎠ 390 ⎜⎝  0,85× 25  ⎠⎟  ρ min =

1,4 1,4 = = 3,5897× 10−3 f y 390

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 sperlu =

210,0619 × 1000 = 79,0783 mm 2656,3780

dipakai tulangan ∅16-75 mm

 PERENCANAAN ABUTMENT

25

 ANALISIS STRUKTUR JEMBATAN

As =

210,0619 × 1000 = 2800,8253 mm2 75

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

210,0619 × 1000 = 374,9999 mm 560,1651

dipakai tulangan ∅16-250 mm bagian belakang dinding 1.momen akibat tanah pengisi a b c d e f 

Berat (ton) 1,8 × 0,3 × 1,0 × 1,90 =1,0260 0,3 × 0,3 × 1,0 × 1,90 =0,1710 1,8 × 1,1 × 1,0 × 1,90 =3,7620 1,8 × 1,6 × 1,0 × 1,90 =5,7420 ½0,8 × 1,6 × 1,0 × 1,90 =1,2160 2,6 × 3,2 × 1,0 × 0,5130 =4,2682 =16,1852

Lengan (m) Momen (t-m) 1,70 1,7442 0,65 0,1112 1,70 6,3954 1,70 9,7614 0,5333 0,6485 1,30 5,5487 24,2094

2. momen akibat berat abutment =24,7440 × ( 2,881 – 2,6 ) =6,9531 t-m

3. momen akibat tekanan tanah h b Akibat beban merata 1 6,2 0,8000 2 3 4,0614 3 3,2 4,0614 4 3,2 4,0000 5 3,2 2,0520 Akibat baban titik 6 2,89 2,5193

H (ton)

K a 1/3 1/3 1/3 1/3

ke I (m)

Momen (t-m)

b h K a ½b h K a b h K a ½b h ½b h K a

1,6533 2,0307 4,3322 6,4000 1,0944

3,1000 4,2000 1,6000 1,0667 1,0667

5,1252 8,5289 6,9315 6,8269 1,1674

½b h

3,6404

3,7967

13,8215 42,4014

Momen total =42,4014 – (24,2094 +6,9531) =11,2389 tm M =112,3890 KNm h =800 mm

 PERENCANAAN ABUTMENT

d =800 - 60 =740 mm

26

 ANALISIS STRUKTUR JEMBATAN

M 112,3890 × 106 = = 0,2565MPa k= 2 φ  × b × d 0,8× 1000 × 7402  ρ b = 0,85

f c' × β 1 × f y

0,003 25× 0,85 0,003 = 0,85 × = 0,028069 f y 390 390 0,003+ 0,003+ 200000 Es

 ρ maks = 0,75 ρ b =0,75 x 0,028069 =0,02105175

f c' ⎛  2k  ⎞ 25 ⎛  2× 0,2565 ⎞ ⎟ ⎜ ⎟ = 6,6171× 10−4 = − −  ρ perlu = 0,85 ⎜⎜1− 1− 0 , 85 1 1 ' ⎟ ⎜ f y ⎝  0,85 f c  ⎠ 390 ⎝  0,85× 25  ⎠⎟  ρ min =

1,4 1,4 = = 3,5897× 10−3 f y 390

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 sperlu =

210,0619 × 1000 = 79,0783 mm 2656,3780

dipakai tulangan ∅16-75 mm As =

210,0619 × 1000 = 2800,8253 mm2 75

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

210,0619 × 1000 = 374,9999 mm 560,1651

dipakai tulangan ∅16-250 mm E. Penulangan Sayap Bentuk garis leleh disederhanakan sebagai berikut :

im 6,2 m

m a im 2,6 m

 PERENCANAAN ABUTMENT

27

 ANALISIS STRUKTUR JEMBATAN

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

h b Akibat beban merata 1 6,2 0,8000 2 3 4,0614 3 3,2 4,0614 4 3,2 4,0000 5 3,2 2,0520 Akibat baban titik 6 2,89 2,5193

 PERENCANAAN ABUTMENT

H (ton)

K a 1/3 1/3 1/3 1/3

ke I (m)

Momen (t-m)

b h K a ½b h K a b h K a ½b h ½b h K a

1,6533 2,0307 4,3322 6,4000 1,0944

3,1000 4,2000 1,6000 1,0667 1,0667

5,1252 8,5289 6,9315 6,8269 1,1674

½b h

3,6404

3,7967

13,8215 42,4014

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