m =
= = 12.101
Rn 1 =
= = 1.17 Nmm
2
ρ
δ
=
= = 0.0033
ρ’ =
= = 0.0038
ρ = ρδ + ρ’ = 0.0033 + 0.0038
= 0.0071 As
= ρ x b x d = 0.0071 x 1000 x 192 = 1363.2 mm
2
Dipakai tulangan D16- 150 As = 1407 mm
2
IV.1.2.2 Arah memanjang
Dipakai tulangan susut dan suhu dengan ketentuan sebagai berikut: As min = 0.00188x A bruto pelat tulangan deform;fy = 400
As min = 0.00188 x 192 x 1000 = 360.96 mm
2
Dipakai tulangan D10 – 200 As = 392.5 mm
2
IV.2 Perencanaan Trotoar dan Sandaran
IV.2.1 Perhitungan Trotoar
Data-data perencanaan: Lebar trotoar direncanakan
= 1.5 m
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Tinggi pelat trotoar = tinggi kerb
= 20 cm
Mutu beton fc’ = 35 Mpa
Mutu baja fy = 360 Mpa
Mu = 0.2 x 15 x 1
= 3 kNm d
= h – Øtulangan – decking = 200 – x 8 – 20
= 176mm
ρ
b
= β
1
x x
= 0.81 x x
= 0.042 ρ
max
= 0.75 ρ
b
Tabel A-6 Apendiks A = 0.75 x 0.042
= 0.0315 ρ
min
= 0.004 m
= =
= 12.101 Rn
= =
= 0.121 ρ
perlu
= =
x
= 0.0003
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ρ
perlu
ρ
min
Pakai ρ
min
= 0.004 As
= ρ x b x d = 0.004 x 1000 x 176 = 704 mm
2
Dipakai tulangan D13-150 As = 884.9 mm
2
IV.2.2 Perhitungan Sandaran
Data-data perencanaan: Tinggi tiang sandaran = 1 m
Jarak antar tiang sandaran = 2.5 m
Dimensi tiang sandaran = 20 x 20 cm
Beban sandaran w = 0.75 kNm P
= w x L = 0.75 x 2.5 = 1.875 kN
Mu = P x 1
= 1.875 x 1 = 1.875 kNm = 187.5 kgm’
Φ= 0.8lentur tanpa beban aksial SK SNI T-15-1991-03 Pasal 2.2.3 Mn
= =
= 234.375 kgm = 234375 kg mm
Rn =
= = 0.049 kgmm
2
= 0.490 Nmm
2
ρ
perlu
= =
– = 0.001
ρ
min
= =
= 0.004 SK SNI T – 15-1991 Pasal 3.3.5 ρ
perlu
ρ
min
Pakai ρ
min
= 0.004
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As
perlu
= ρ x b x d = 0.004 x 200 x 155= 124mm
2
Pakai tulangan 4Ø10 As = 314 mm
2
Kontrol kekuatan pipa: Beban sandaran w = 0.75 kNm= 0.75 kgcm
Beban terpusat = 100 kg
Kontrol lendutan: Syarat lendutan
= =
= 0.694 Akibat beban merata fy
= =
=0.74 Akibat beban terpusat fx
= = x
= 0.63
= = 0.97 1.04
Kontrol kekuatan lentur: Muy
= x 75 x 2.5 = 23.4375 kgm’ Mux = x 100 x 2.5 = 62.5 kgm’
Mux = Muy = 0.9 x fy x Zx ;Zx= Iyb = 8.58
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BAB V PERENCANAAN GELAGAR MEMANJANG DAN MELINTANG
V.1 Perencanaan Gelagar Memanjang
Data Perencanaan:
Pemilihan Profil Penampang Balok I Beams dan Lebar Efektif Data Jembatan:
Spesific Gravity:
Uraian Notasi Dimensi
m Jenis Bahan Notasi
Berat kNm
3
Panjang balok prategang
L 20
Beton Prategang
w
c
25 Jarak antara balok
prategang s
1.5 Beton
Bertulang w
c
’ 25
Tebal plat lantai jembatan
h
o
0.22 Beton
w
c
” 24
Tebal lapisan aspal h
a
0.05 Asphalt
w
asphalt
22 Tingi genangan air
hujan t
h
0.05 Air Hujan
w
air
10
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