Data-data Pelat hollow Core Slab

Tegangan akibat handling atau pengangkatan sewaktu pemasangan pelat Hollow Core seperti gambar di bawah fkub 400 kg cm 2 = Mutu beton K400 Momen tahanan Sx fc 0.83 fkub ⋅ 332 kg cm 2 ⋅ = = Sx 0.5 I cx h 2 2.881 10 3 × cm 3 ⋅ = = BJ_beton 2400 kg m 3 = ap Lsl 6m = = tp 0.2 m ⋅ = Ft_ijin 0.5 fc ⋅ kg cm 2 ⋅ 9.11 kg cm 2 ⋅ = = bp bw 1.2m = = w h BJ_beton ⋅ 480 kg m 2 = = Mx 0.0107 w ⋅ ap ⋅ bp 2 ⋅ 44.375 kg m ⋅ ⋅ = = My 0.0107 w ⋅ ap 2 ⋅ bp ⋅ 221.875 kg m ⋅ ⋅ = = Ft My Sx 7.702 kg cm 2 ⋅ = = Tegangan_tarik_beton MEMENUHI Ft Ft_ijin if TI DAK MEMENUHI otherwise = Tegangan_tarik_beton MEMENUHI = 58 Diameter kabel yang digunakan sewaktu pengangkatan d 3 8 in ⋅ 9.525 mm ⋅ = = untuk diameter kabel pada tabel 3.3 untuk 1 kabel Pijin_kabel 3.6 kip ⋅ 16 kN ⋅ = = Pi Pijin_kabel g 1633kg = = dalam satuan kg Berat total hollow Core Wc ap bp ⋅ tp ⋅ BJ_beton ⋅ 3456kg = = karena ada 4 kabel maka masing-masing kabel memikul Pkabel Wc 4 864kg = = d 3 8 in ⋅ 9.525 mm ⋅ = = digunakan kabel diameter Pkabel Pi 59

1. Penampang HCS per satu meter lebar :

Tinggi Penampang HCS h 200 mm ⋅ = Tinggi topping htop 50 mm ⋅ = Lebar Penampang bw 1200 mm ⋅ = Ac Acx 0.103m 2 = = Luas Penampang I c I cx 5.761 10 8 × mm 4 ⋅ = = Momen Inersia Cb h 2 = Cb 100 mm ⋅ = Garis Berat Bawah Ct 100 mm ⋅ = Garis Berat Top Ct h Cb − = St I c Ct = St 5761473.684 mm 3 ⋅ = Sec. Modulus Top Sb I c Cb = Sb 5761473.684 mm 3 ⋅ = Sec. Modulus Bottom

2. Material

fkub 400 kgf ⋅ cm 2 − ⋅ = K-400 a. Beton : fc 0.83 fkub ⋅ = fc 33.2 Mpa ⋅ = fci 0.65 fc ⋅ = fci 21.58 Mpa ⋅ = Fci 0.6 − fci ⋅ = Fci 12.948 − Mpa ⋅ = Fti 0.25 fci Mpa ⋅ ⋅ = Fti 1.161 Mpa ⋅ = Fc 0.45 − fc ⋅ = akibat prategang + beban mati Fc 14.94 − Mpa ⋅ = Fct 0.6 − fc ⋅ = akibat prategang + beban total Fct 19.92 − Mpa ⋅ = Ft 0.5 fc Mpa ⋅ ⋅ = Ft 2.881 Mpa ⋅ = Ec 4700 fc Mpa ⋅ ⋅ = Ec 27081.137 Mpa ⋅ = Eci 4700 fci Mpa ⋅ ⋅ = Eci 21833.511 Mpa ⋅ =

b. Kabel Prategang

fpu 2.357 10 5 × psi ⋅ = fpu 1625 Mpa ⋅ = fpy 1.462 10 3 × Mpa ⋅ = fpy 0.9fpu = fpi 975 Mpa ⋅ = fpi 0.6 fpu ⋅ = fpeff 780 Mpa ⋅ = fpeff 0.8 fpi ⋅ = n 5 = Dia 6 mm ⋅ = Diameter Tendon A1 28.274 mm 2 ⋅ = A1 1 4 π ⋅ Dia 2 ⋅ = Luas per tendon efektif e 75 mm ⋅ = Eksentrisitas e 0.5 h ⋅ 25 mm ⋅ − = 60

c. Tulangan Baja

Wiremesh fy 390 MPa ⋅ = BJTP Polos fyp 240 MPa ⋅ = BJTD DeformUlir fyd 390MPa = Perhitungan gaya dalam γ c 24 kN m 3 = Berat volum beton normal Faktor Reduksi Lentur φ 0.9 = Qslb Ac γ c ⋅ 2.471 kN m ⋅ = = Pelat Mslb 1 8 Qslb ⋅ Lsl 2 ⋅ 11.12 kN m ⋅ ⋅ = = Qtop htop bw ⋅ γ c ⋅ 1.44 kN m ⋅ = = Topping Qtb 1 kN m = Tambahan Qdlt Qslb Qtop + Qtb + 4.911 kN m ⋅ = = Qll 3 kN m ⋅ = B. Hidup Q Qdlt Qll + 7.91 kN m ⋅ = =

a. Perpendekan elastis

Eci 21833.51 MPa ⋅ = Pi_kabel 0.7 n ⋅ A1 ⋅ fpu ⋅ 160.81 kN ⋅ = = Mg 1 8 − Qdlt ⋅ Lsl 2 ⋅ 22.1 − kN m ⋅ ⋅ = = Es 2.1 10 5 MPa ⋅ ⋅ = Kes 1 = untuk batang pratarik Kcir 0.9 = untuk batang pratarik fcir Kcir Pi_kabel Ac Pi_kabel e 2 ⋅ I c + ⎛ ⎜ ⎝ ⎞ ⎟ ⎠ ⋅ Mg e ⋅ I c − 5.7 MPa ⋅ = = ES Kes Es Eci ⋅ fcir ⋅ 54.78 MPa ⋅ = = 61

b. Rangkak beton

Kcr 2 = untuk batang pratarik dengan berat normal Msd 1 8 Qll ⋅ Lsl 2 ⋅ 13.5 kN m ⋅ ⋅ = = fcds Msd e ⋅ I c 1.757 MPa ⋅ = = fcir fcds − 3.94 MPa ⋅ = CR Kcr Es Eci ⋅ fcir fcds − 75.756 MPa ⋅ = =

c. Susut beton

Ac 102947.37 mm 2 ⋅ = Luas Keliling Sc 2 bw h + ⋅ 2800 mm ⋅ = = Ac Sc 3.677 cm ⋅ = Luas keliling Kss 1 = RH 0.70 = atau 70 gunakan Ksh 1 = ε s fy Es 0.002 = = SH ε s Ksh ⋅ Es ⋅ Kss ⋅ 1 RH − ⋅ 117 MPa ⋅ = =

d. Relaksasi baja

Untuk G270 low relaxation Kre 5000psi 34.47 MPa ⋅ = = J 0.040 = untuk fsifpu = 0.7 C 0.7 = RE Kre J SH CR + ES + ⋅ − [ ] C ⋅ 17.2 MPa ⋅ = = Loss ES CR + SH + RE + fpu 100 ⋅ 16.3 = = ambil losses = 20 total losseskehilangan 62