Penulangan tumpuan arah y Penulangan lapangan arah x Penulangan lapangan arah y

commit to user Tugas Akhir Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai BAB 5 Plat Lantai 128 n = s b = 120 1000 = 8,33 ~ 9 As yang timbul = 9. ¼ . π . 10 2 = 706,5 mm 2 As perlu 686,38…..…ok Dipakai tulangan ∅ 10 – 120 mm

5.6. Penulangan tumpuan arah y

Mu = 1200,46 kgm = 12,0046.10 6 Nmm Mn = φ Mu = = 8 , 10 . 12,0046 6 15,0056.10 6 Nmm Rn = = 2 .dx b Mn = 2 6 95 . 1000 10 . 15,0056 1,663 Nmm 2 m = 294 , 11 25 . 85 , 240 . 85 , = = c f fy ρ perlu = ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − fy Rn . m 2 1 1 . m 1 = . 294 , 11 1 ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − 240 663 , 1 . 294 , 11 . 2 1 1 = 0,0072 ρ ρ max ρ ρ min , di pakai ρ perlu = 0,0072 As perlu = ρ perlu . b . dx = 0,0072 . 1000 . 95 = 686,38 mm 2 commit to user Tugas Akhir Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai BAB 5 Plat Lantai 129 Digunakan tulangan ∅ 10 As = ¼ . π . 10 2 = 78,5 mm 2 S = perlu As b As. = 38 , 686 1000 . 5 , 78 = 114,368 ~ 120 mm n = s b = 120 1000 = 8,33 ~ 9 As yang timbul = 9. ¼ . π . 10 2 = 706,5 mm 2 As perlu 686,38…..…ok Dipakai tulangan ∅ 10 – 120 mm

5.7. Penulangan lapangan arah x

Mu = 528,77 kgm = 5,2877.10 6 Nmm Mn = φ Mu = 6 6 10 . 610 , 6 8 , 10 . 5,2877 = Nmm Rn = = 2 .dx b Mn = 2 6 95 . 1000 10 . 610 , 6 0,732 Nmm 2 m = 294 , 11 25 . 85 , 240 . 85 , = = c f fy ρ perlu = ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − fy Rn . m 2 1 1 . m 1 = ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − 240 732 , . 294 , 11 . 2 1 1 . 294 , 11 1 = 0,0031 commit to user Tugas Akhir Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai BAB 5 Plat Lantai 130 ρ ρ max ρ ρ min , di pakai ρ perlu = 0,0031 As = ρ min . b . dx = 0,0031. 1000 . 95 = 295,24 mm 2 Digunakan tulangan ∅ 10 As = ¼ . π . 10 2 = 78,5 mm 2 S = perlu As b As . = 24 , 295 1000 . 5 , 78 = 265,885 ~ 250 mm Jarak maksimum = 2 x h = 2 x 120 = 240 mm n = s b = 240 1000 = 4,2 ∼ 5 As yang timbul = 5. ¼ . π . 10 2 = 392,5 mm 2 As295,24....…ok Dipakai tulangan ∅ 10 – 240 mm

5.8. Penulangan lapangan arah y

Mu = 443,03 kgm = 4,4303.10 6 Nmm Mn = φ Mu = 6 6 10 . 538 , 5 8 , 10 . 4,4303 = Nmm Rn = = 2 .dx b Mn = 2 6 95 . 1000 10 . 538 , 5 0,614 Nmm 2 m = 294 , 11 25 . 85 , 240 . 85 , = = c f fy commit to user Tugas Akhir Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai BAB 5 Plat Lantai 131 ρ perlu = ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − fy Rn . m 2 1 1 . m 1 = ⎟⎟⎠ ⎞ ⎜⎜⎝ ⎛ − − 240 614 , . 294 , 11 . 2 1 1 . 294 , 11 1 = 0,0026 ρ ρ max ρ ρ min , di pakai ρ perlu = 0,0026 As = ρ min . b . dx = 0,0026. 1000 . 95 = 247,29 mm 2 Digunakan tulangan ∅ 10 As = ¼ . π . 10 2 = 78,5 mm 2 S = perlu As b As. = 29 , 247 1000 . 5 , 78 = 317,14 ~ 300 mm Jarak maksimum = 2 x h = 2 x 120 = 240 mm n = s b = 240 1000 = 4,2 ∼ 5 As yang timbul = 5. ¼ . π . 10 2 = 392,5 mm 2 As247,29...…ok Dipakai tulangan ∅ 10 – 240 mm commit to user Tugas Akhir Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai BAB 5 Plat Lantai 132

5.9. Rekapitulasi Tulangan