hit tulangan abutment jembatan
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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
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 23
tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2
9999,374560,1651
1000210,0619=
×=perlus mm
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 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
Dipakai tulangan ∅16 (As = 210,0619 mm2), dengan jarak antar tulangan
0783,792656,3780
1000210,0619=
×=perlus mm
dipakai tulangan ∅16-75 mm
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 24
8253,280075
1000210,0619=
×=sA mm2
tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2
9999,374560,1651
1000210,0619=
×=perlus 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 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
Dipakai tulangan ∅16 (As = 210,0619 mm2), dengan jarak antar tulangan
9954,1321579,4680
1000210,0619=
×=perlus mm
dipakai tulangan ∅16-125 mm
4952,1680125
1000210,0619=
×=sA mm2
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 25
tulangan bagi = 20 % × 1680,4952 = 336,0990 mm2
625336,0990
1000210,0619=
×=perlus mm
dipakai tulangan ∅16-250 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
Dipakai tulangan ∅16 (As = 210,0619 mm2), dengan jarak antar tulangan
0783,792656,3780
1000210,0619=
×=perlus mm
dipakai tulangan ∅16-75 mm
18,7759
9,3789
y2 y1
0,8 m 2,6 m 2,6 m
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 26
8253,280075
1000210,0619=
×=sA mm2
tulangan bagi = 20 % × 2800,8253 = 560,1651 mm2
9999,374560,1651
1000210,0619=
×=perlus 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 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
Momen total = 42,4014 – (24,2094 + 6,9531) = 11,2389 tm
M = 112,3890 KNm
h = 800 mm d = 800 - 60 = 740 mm
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 27
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
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
dipakai tulangan ∅16-250 mm
E. Penulangan Sayap
Bentuk garis leleh disederhanakan sebagai berikut :
2,6 m
6,2 m
a
im
im
m
ANALISIS STRUKTUR JEMBATAN
PERENCANAAN ABUTMENT 28
Perhitungan Gaya Horisontal (Ea) dan Momen (t-m), ditinjau untuk tiap 1 m
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
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