Hit Tulangan Abutment Jembatan

4.5 Penulangan

4.5 PenulanganAbutmentAbutment

A

A. Pen. Penulanulanggan Tian Titik tik II  Ta

 Tabbeel 4l 4.3 .3 PePerrhhitituunnggaan n GaGayya a HoHorrisisoonnttaal (l (EEaa) dan Mom) dan Momen en (t-(t-mm), ), didititinjnjau au untuuntuk tik tiap 1 ap 1 m m thd ttk Ithd ttk I

h

h b b K K aa HH (ton)(ton) ke I ke I (m(m) ) MMomomeen n (t-(t-mm))

A

Akikibabat bebt beban man merataerata 1 1 6,2 6,2 0,8000 0,8000 1/31/3 b b h h K K aa 1,6533 1,6533 3,1000 3,1000 5,12525,1252 2 2 3 3 44,0614 ,0614 1/3 1/3 ½½b b h h K K aa 2,0307 2,0307 4,2000 4,2000 8,52898,5289 3 3 3,2 3,2 4,0614 4,0614 1/31/3 b b h h K K aa 4,3322 4,3322 1,6000 1,6000 6,93156,9315 4 4 3,2 3,2 4,0000 4,0000 - - ½b ½b hh 6,4000 6,4000 1,0667 1,0667 6,82696,8269 5 5 3,2 3,2 2,0520 2,0520 1/3 1/3 ½½b b h h K K aa 1,0944 1,0944 1,0667 1,0667 1,16741,1674 A

Akikibabat bat bababan titin titikk 6 2,89 2,5193

6 2,89 2,5193 ½ ½ b b hh 3,6404 3,6404 3,7967 3,7967 13,821513,8215 42,4014 42,4014 P

Perhierhitungatungan ban bajja a tultulanganganan M M ==42424,014,0140 40 KKNNmm h h ==800 800 mmm m d d ==800 800 - - 60 60 ==740 740 mmmm 9679 9679 ,, 0 0 7 74400 1000 1000 8 8 ,, 0 0 1 100 424,0140 424,0140 2 2 6 6 2 2 _{×× ××} == × × = = × × × × = = d d b b M M k k φ  φ  MPaMPa 028069 028069 ,, 0 0 200000 200000 3 39900 0 00033 ,, 0 0 0 00033 ,, 0 0 3 39900 8 855 ,, 0 0 2 255 8 855 ,, 0 0 0 00033 ,, 0 0 0 00033 ,, 0 0 8 855 ,, 0 0 11 '' = = + + × × × × = = + + × × × × = = s s y y y y c c b b E E f  f  f  f  f  f  β β   ρ   ρ   ρ   ρ maksmaks= 0,75= 0,75 ρ  ρ bb==0,750,75 xx 0,0280690,028069 ==0,021051750,02105175 3 3 '' '' 1 100 5410 5410 ,, 2 2 2 255 8 855 ,, 0 0 9679 9679 ,, 0 0 2 2 1 1 1 1 3 39900 2 255 8 855 ,, 0 0 8 855 ,, 0 0 2 2 1 1 1 1 8 855 ,, 0 0 _⎟⎟⎟⎟== ×× −−  ⎠  ⎠  ⎞  ⎞ ⎜⎜ ⎜⎜ ⎝  ⎝  ⎛  ⎛  × × × × − − − − = = ⎟⎟ ⎟⎟  ⎠  ⎠  ⎞  ⎞ ⎜⎜ ⎜⎜ ⎝  ⎝  ⎛  ⎛  − − − − = = c c y y c c perlu perlu f  f  k k f  f  f  f   ρ   ρ  3 3 m minin 33,,58975897 1100 3 39900 4 4 ,, 1 1 4 4 ,, 1 1 _{== == ××} −− = = y y f  f   ρ   ρ  A Ass== ρ  ρ x b x dx b x d =3,5897 x10=3,5897 x10-3-3x 1000 x 740 =x 1000 x 740 =26562656,3780 mm,3780 mm22 Dipakai tulangan

Dipakai tulangan∅∅116 6 ((AAss==210,0619 m210,0619 mmm22), ), dendengagan jn jarak anarak antar tultar tulanangangan

0783 0783 ,, 7 799 2656,3780 2656,3780 1000 1000 210,0619 210,0619×× ₌₌ = = perlu perlu s s mmmm dipakai tulangan dipakai tulangan ∅∅16-16-75 m75 mmm 8253 8253 ,, 2800 2800 1000 1000 210,0619 210,0619×× ₌₌ = = A A mmmm22

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

h b K a H ke J (m) Momen (tm)

Akibat beban merata

1 3,0 0,8000 1/3 b h K a 0,8 1,5000 1,2000

2 3,0 4,0614 1/3 ½b h K a 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 , 0 740 1000 8 , 0 10 57,4460 2 6 2 _{× ×} = × = × × = d b M k φ  MPa 028069 , 0 200000 390 003 , 0 003 , 0 390 85 , 0 25 85 , 0 003 , 0 003 , 0 85 , 0 1 ' = + × × = + × × = s y y c b E f  f  f  β   ρ   ρ maks= 0,75 ρ b=0,75 x 0,028069 =0,02105175 4 ' ' 10 3720 , 3 25 85 , 0 1311 , 0 2 1 1 390 25 85 , 0 85 , 0 2 1 1 85 , 0 _⎟⎟ = × −  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  × × − − = ⎟ ⎟  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  − − = c y c perlu f  k f  f   ρ  3 min 3,5897 10 390 4 , 1 4 , 1 _{= = ×} − = y f   ρ  As= ρ x b x d =3,5897 x10-3x 1000 x 740 =2656,3780 mm2

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

0783 , 79 2656,3780 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-75 mm

8253 , 2800 75 1000 210,0619× ₌ = s A mm2 tulangan bagi =20 %× 2800,8253 =560,1651 mm2 9999 , 374 560,1651 1000 210,0619× ₌ = perlu s mm 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 K a H ke J (m) Momen (tm)

Akibat beban merata

1 1,4 0,8000 1/3 b h K a 0,3733 0,7000 0,2613 2 1,4 4,0614 1/3 ½b h K a 0,9477 0,4667 0,4423 0,7036 M =7,0360 KNm h =500 mm d =500 - 60 =440 mm 0454 , 0 440 1000 8 , 0 10 7,0360 2 6 2 _{× ×} = × = × × = d b M k φ  MPa 028069 , 0 200000 390 003 , 0 003 , 0 390 85 , 0 25 85 , 0 003 , 0 003 , 0 85 , 0 1 ' = + × × = + × × = s y y c b E f  f  f  β   ρ   ρ maks= 0,75 ρ b=0,75 x 0,028069 =0,02105175 4 ' ' 10 1653 , 1 25 85 , 0 0454 , 0 2 1 1 390 25 85 , 0 85 , 0 2 1 1 85 , 0 _⎟⎟= × −  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  × × − − = ⎟ ⎟  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  − − = c y c perlu f  k f  f   ρ  3 min 3,5897 10 390 4 , 1 4 , 1 _{= = ×} − = y f   ρ  As= ρ x b x d =3,5897 x10-3x 1000 x 440 =1579,4680 mm2

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

9954 , 132 1579,4680 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-125 mm 1000 210,0619×

7039 , 14 3970 , 9 6 4 , 3 3789 , 9 1= + = y t/m2 4509 , 13 3970 , 9 6 6 , 2 3789 , 9 2 = + = y t/m2

bagian depan dinding

(

)

⎟  ⎠  ⎞ ⎜ ⎝  ⎛  × × × × − × + ⎟  ⎠  ⎞ ⎜ ⎝  ⎛  _{× × ×} = 3 6 , 2 2 6 , 2 0 , 1 7039 , 14 7759 , 18 2 1 2 6 , 2 6 , 2 0 , 1 7039 , 14 maks M =49,6992 +9,1756 =58,8748 tm M =588,7480 KNm h =800 mm d =800 - 60 =740 mm 3439 , 1 740 1000 8 , 0 10 588,7480 2 6 2 _{× ×} = × = × × = d b M k φ  MPa 028069 , 0 200000 390 003 , 0 003 , 0 390 85 , 0 25 85 , 0 003 , 0 003 , 0 85 , 0 1 ' = + × × = + × × = s y y c b E f  f  f  β   ρ   ρ maks= 0,75 ρ b=0,75 x 0,028069 =0,02105175 3 ' ' 10 5623 , 3 25 85 , 0 3439 , 1 2 1 1 390 25 85 , 0 85 , 0 2 1 1 85 , 0 _⎟⎟= × −  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  × × − − = ⎟ ⎟  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  − − = c y c perlu f  k f  f   ρ  3 min 3,5897 10 390 4 , 1 4 , 1 _{= = ×} − = y f   ρ  As= ρ x b x d =3,5897 x10-3x 1000 x 740 =2656,3780 mm2

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

0783 , 79 2656,3780 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-75 mm 18,7759 9,3789 y2 y1 0,8 m 2,6 m 2,6 m

8253 , 2800 75 1000 210,0619× ₌ = s A mm2 tulangan bagi =20 %× 2800,8253 =560,1651 mm2 9999 , 374 560,1651 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-250 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

h b K a H (ton) ke I (m) Momen (t-m)

Akibat beban merata

1 6,2 0,8000 1/3 b h K a 1,6533 3,1000 5,1252

2 3 4,0614 1/3 ½b h K a 2,0307 4,2000 8,5289

3 3,2 4,0614 1/3 b h K a 4,3322 1,6000 6,9315

4 3,2 4,0000 - ½b h 6,4000 1,0667 6,8269

5 3,2 2,0520 1/3 ½b h K a 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 Momen total =42,4014 – (24,2094 +6,9531) =11,2389 tm

M =112,3890 KNm

4 ' ' 10 6171 , 6 25 85 , 0 2565 , 0 2 1 1 390 25 85 , 0 85 , 0 2 1 1 85 , 0 _⎟⎟= × −  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  × × − − = ⎟ ⎟  ⎠  ⎞ ⎜ ⎜ ⎝  ⎛  − − = c y c perlu f  k f  f   ρ  3 min 3,5897 10 390 4 , 1 4 , 1 _{= = ×} − = y f   ρ  As= ρ x b x d =3,5897 x10-3x 1000 x 740 =2656,3780 mm2

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

0783 , 79 2656,3780 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-75 mm 8253 , 2800 75 1000 210,0619× ₌ = s A mm2 tulangan bagi =20 %× 2800,8253 =560,1651 mm2 9999 , 374 560,1651 1000 210,0619× ₌ = perlu s mm dipakai tulangan ∅16-250 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

h b K a H (ton) ke I (m) Momen (t-m)

Akibat beban merata

1 6,2 0,8000 1/3 b h K a 1,6533 3,1000 5,1252

2 3 4,0614 1/3 ½b h K a 2,0307 4,2000 8,5289

3 3,2 4,0614 1/3 b h K a 4,3322 1,6000 6,9315

4 3,2 4,0000 - ½b h 6,4000 1,0667 6,8269

5 3,2 2,0520 1/3 ½b h K a 1,0944 1,0667 1,1674

Akibat baban titik

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