Perhitungan Trotoar Perhitungan Sandaran

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 Universitas Sumatera Utara 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 Universitas Sumatera Utara 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 Universitas Sumatera Utara 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 Universitas Sumatera Utara

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 Universitas Sumatera Utara