Perpendekan elastis TEORI DASAR

Perhitungan Tegangan dan Kapasitas Pelat Pracetak type Hollow Core Slab HCS dengan bentang 6,0 m

1. Penampang HCS per satu meter lebar :

Tinggi Penampang HCS h 200 mm ⋅ = Tinggi topping htop 50 mm ⋅ = Lebar Penampang bw 1200 mm ⋅ = Ac 0.103 m 2 ⋅ = Luas Penampang I c 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 5761000 mm 3 ⋅ = Sec. Modulus Top Sb I c Cb = Sb 5761000 mm 3 ⋅ = Sec. Modulus Bottom

2. Material

fkub 400 kgf ⋅ cm 2 − ⋅ =

a. Beton : K-400

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 0.6 fpu ⋅ = fpi 975 Mpa ⋅ = fpeff 0.8 fpi ⋅ = fpeff 780 Mpa ⋅ = Diameter Tendon Dia 6 mm ⋅ = 1 A1 4 π ⋅ Dia 2 ⋅ = A1 28.274 mm 2 ⋅ = Luas per tendon efektif 63 Eksentrisitas e 0.5 h ⋅ 20 mm ⋅ − = e 80 mm ⋅ =

c. Tulangan Baja

Wiremesh fy 390 Mpa ⋅ = BJTP Polos fyp 240 Mpa ⋅ = fyd 390 Mpa ⋅ = BJTD DeformUlir

3. Dimensi Pelat dan Komposit Dimensi Pelat

Tinggi pelat hsl htop h + = hsl 250 mm ⋅ = Panjang Total Lsl 6.0 m ⋅ = Tinggi topping htop 50 mm ⋅ = Penampang Komposit fkubtop 225 kgf ⋅ cm 2 − ⋅ = beton Topping mutu beton K-225 fctop 0.83 fkubtop ⋅ = fctop 18.675 Mpa ⋅ = Ectop 4700 fctop Mpa ⋅ ⋅ = Ectop 20310.853 Mpa ⋅ = nc Ectop Ec = nc 0.75 = Lebar pelat bw 1200 mm ⋅ = be 900 mm ⋅ = Lebar pelat tranformasi be nc bw ⋅ = Ack 1.48 10 5 × mm 2 ⋅ = Luas Penampang Ack Ac be htop ⋅ + = Cbk be htop ⋅ h htop 2 + ⎛⎜ ⎝ ⎞⎟ ⎠ ⋅ Ac Cb ⋅ + Ack = Garis Berat Bawah Cbk 138.007 mm ⋅ = Garis Berat Atas Ctk hsl Cbk − = Ctk 111.993 mm ⋅ = I ck I c Ac Cbk Cb − 2 ⋅ + be htop 3 ⋅ 12 + be htop ⋅ Ctk htop 2 − ⎛⎜ ⎝ ⎞⎟ ⎠ 2 ⋅ + = Momen inersia I ck 1.075 10 9 × mm 4 ⋅ = Stk I ck Ctk = Stk 9597114.63 mm 3 ⋅ = Sec. Modulus Top Sbk I ck Cbk = Sbk 7788111.383 mm 3 ⋅ = Sec. Modulus Bottom

4. Perhitungan gaya dalam

γ c 24 kN ⋅ m 3 − ⋅ = Berat volum beton normal Faktor Reduksi Lentur φ 0.9 = Qslb 2.472 kN m 1 − ⋅ ⋅ = DL : Pelat Qslb Ac γ c ⋅ = Mslb 1 8 Qslb ⋅ Lsl 2 ⋅ = Mslb 11.124 kN m ⋅ ⋅ = Qtop 1.44 kN m 1 − ⋅ ⋅ = Topping Qtop htop bw ⋅ γ c ⋅ = Qtam 100 kgf ⋅ m 1 − ⋅ = 1 − Qtam 1 kN m 1 − ⋅ ⋅ = tambahan Qsdl 100 kgf ⋅ m ⋅ = SDL : 64 Qll 300 kgf ⋅ m 1 − ⋅ = Qll 3 kN m 1 − ⋅ ⋅ = B. Hidup LL :