Plat Lantai, Tangga, Pondasi

INPUT DATA : fc' = 20 Mpa H1 = 3.5 mfy = 240 Mpa H2 = 4 mL1 = 3.2 mL2 = 3.6 m

Kedalaman tanah keras = 4 m

Tujuan bangunan = PERTOKOAN

Beban hidup yang bekerja = 250 kg/m2

Data Perencanaan struktur:

Mutu beton (fc) = 21 MPAMutu Baja Utama = 400 MPAMutu Baja sengkang = 240 MPAJenis Tanah = LunakZona Gempa = Wilayah 3

Kombinasi Pembebanan = 1.4D1.2D+1.6L1.2D+1.0L+1.0G1.2D+1.0L-1.0G

Perhitungan Plat Tangga- Arah Memanjang

MU = 1726.21 kg-m

Dimensi Plati:b = 1000 mm : Arah Xt = 150 mm : Tebal Platfc = 21 MPA : Mutu Beton

fy = 400 MPA : Mutu Bajad' = 60 mm : Tebal Selimutd = 90 mm : Tebal Efektif

Momen Negatif= 1726.21 kg-cm

maka As = 1726.210.8 x 2400 x 0.9 x 16

= 0.62 cm digunakan Φ 12 - 175 mm = 646.53

- Arah MelebarMU = 652.17 kg-m

Dimensi Plati:b = 1000 mm : Arah Xt = 150 mm : Tebal Platfc = 21 MPA : Mutu Betonfy = 400 MPA : Mutu Bajad' = 60 mm : Tebal Selimutd = 90 mm : Tebal Efektif


maka As = 652.170.8 x 2400 x 0.9 x 16

= 0.24 cm digunakan Φ 10 - 200 mm = 392.86

IV PERHITUNGAN PONDASI FOOTPLATIV.1. PERHITUNGAN PONDASI FOOTPLAT UK. 2,2X2,2X0.35 mP.Max = 377783.11 kg + 4933.8 kg

= 383 ton

Pemodelan Pondasi footplat Uk 2,2x2,2x0.35 m

Momen maksimun Plat lantai Pondasi 2,2x2,2x0,35 m

Penulangan arah x (2,2m-memanjang)Lapis atas dan lapis bawah pondasi

MU = 88160.89 kg-m

Dimensi kaki pondasi:b = 1000 mm : Arah Xt = 350 mm : Tebal Plat

fc = 21 MPA : Mutu Betonfy = 400 MPA : Mutu Bajad' = 60 mm : Tebal Selimutd = 290 mm : Tebal Efektif


maka As = 881608.90.8 x 2400 x 0.9 x 16

= 318.87 mm digunakan Φ 16 - 200 mm = 1005.7

IV.2. PERHITUNGAN PONDASI FOOTPLAT UK. 4.2X2.2X0.3 mP1 = 191483.3 kg + 283051.3 kg

= 47 tonP2 = 139281.6 kg + 261806.6 kg

= 401 ton

Pemodelan Pondasi footplat Uk 4.2X2.2X0.3 m

Momen maksimun Plat lantai Pondasi 4.2X2.2X0.3 m


MU = 387600.5 kg-m

Dimensi kaki pondasi:b = 1000 mm : Arah Xt = 300 mm : Tebal Platfc = 21 MPA : Mutu Betonfy = 400 MPA : Mutu Bajad' = 60 mm : Tebal Selimutd = 240 mm : Tebal Efektif

Momen Negatif= 3876005 kg-cm

maka As = 38760050.8 x 2400 x 0.9 x 16

= 1401.91 mm digunakan Φ 16 - 125 mm = 1609.1

Momen maksimun Plat lantai Pondasi 4.2X2.2X0.3 m


MU = 292503.3 kg-m

Dimensi kaki pondasi:b = 1000 mm : Arah Xt = 300 mm : Tebal Platfc = 21 MPA : Mutu Betonfy = 400 MPA : Mutu Bajad' = 60 mm : Tebal Selimutd = 240 mm : Tebal Efektif

Momen Negatif= 2925033 kg-cm

maka As = 29250330.8 x 2400 x 0.9 x 16

= 1057.95 mm digunakan Φ 16 - 175 mm = 1149.4

II. PLAT LANTAI 41. Tinjauan pembebanan plat lantai 4

Pembebanan pada plat lantai 4 menurut PBI 1983 hal 11, 12, dan 17 yaitu :a. Beban mati

- Berat sendiri plat = 0.12 2400 = 288

- Berat Plafond = 20 = 20

- finishing lantai (spesi) = 21 3 cm 63

- Finishing plat lantai (5 cm) = 24 2 cm = 48 +

419

b. Beban hidup

P = 400

c. Beban Totalq = 1.2 qd + 1.6 ql= 1.2 419 + 1.6 400

= 1142.8d. ditentukan diameter tulangan = 10 mme. Tebal selimut = 20 mm

2. Tinjauan PlatTabel Markus, PBI 1971. Tabel 13.3.1.a. Tinjau Panel 1 LX

Lx = 3 mLy = 3 m

Bentang Panjang=

Ly=

3= 1

Bentang Pendek Lx 3

Mlx = 0.001 q CMlx = 0.001 1143 9 53.5 = 549.7439 kgm

Mly = 0.001 q CMly = 0.001 1143 9 37.7 = 387.2378 kgm

Mtx = -0.001 q CMtx = -0.001 1143 9 105.9 = -1089.2 kgm

Mty = -0.001 q Cmty = -0.001 1143 9 105.9 = -1089.2 kgm

Tulangan Arah xd = 120 - 20 + 5= 120 - 25 dy = 8.5 cm= 95 mm = 9.5 cm dx= 9.5 cm

Tulangan Arah yd = 120 - 20 + 10 + 5= 120 - 35= 85 mm = 8.5 cm

a. Mlx = 549.7439 kgm = 54974.39 kgcm ( Lapangan )

- fy d As +Mu

= 01.7 f'c b

4000 2- 4000 9.5 As +

54974.39= 0

kg/m2

kg/m2

kg/m1

kg/m2

kg/m2

kg/m2

kg/m2

Lx2

Lx2

Lx2

Lx2

fy2

As2

As2

88

20

1.7 210 100- 4000 9.5 As +

1= 0

448.1792717087 - 38000 As + 54974.39 = 0

Dengan rumus ABC di peroleh :

As =38000 38000 2 - 4 448.179272 54974.39 0.5

896.3585434174

As =38000 36680.328

= 1.4723896.3585434174

As2

As2

Pada lebar jalur kolom 100 cm atau 1.4723 per m' jalur kolom

= 10 - 15 = 5.233333Kontrol :

=1.4

=1.4

= 0.0035fy 400

=As

=5.23333333

= 0.005509b d 100 9.5

= 0.75 0.850.85 f'c 600

fy 600 + fy

= 0.75 0.850.85 210 600

400 600 + 400

= 0.170691

< < ……….. Okey

b. Mtx = -1089.2 kgm = -108920 kgcm (Tumpuan )

- fy d As +Mu

= 01.7 f'c b

4000 2- 4000 9.5 As +

108920= 0

1.7 210 100 1

448.1792717087 - 38000 As + 108920 = 0


As = 38000 38000 2 - 4 448.179272 108920.27 0.5896.3585434174

As = 38000 35337.4698 = 2.9704896.3585434174


= 10 - 15 = 5.233333Kontrol :

=1.4

=1.4

= 0.0035fy 400

=As

=5.23333333

= 0.005509b d 100 9.5

= 0.75 0.850.85 f'c 600

fy 600 + fy

= 0.75 0.850.85 210 600

400 600 + 400

= 0.170691

cm2

Dipilih tulangan arah L1 cm2

min

ada

maks

min

ada

maks

fy2

As2

As2

As2

cm2


min

ada

maks

< < ……….. Okey

Tulangan Arah y

a. Mly = 387.2378 kgm = 38723.78 kgcm ( Lapangan )

- fy d As +Mu

= 01.7 f'c b

4000 2- 4000 8.5 As +

38723.78= 0

1.7 210 100 1

448.1792717087 - 34000 As + 38723.78 = 0


As =34000 34000 2 - 4 448.179272 38723.78 0.5

896.3585434174

As =34000 32963.3011

= 1.1566896.3585434174


= 10 - 15 = 5.233333Kontrol :

=1.4

=1.4

= 0.0035fy 400

=As

=5.23333333

= 0.006157b d 100 8.5

= 0.75 0.850.85 f'c 600

fy 600 + fy

= 0.75 0.850.85 210 600

400 600 + 400

= 0.170691

< < ……….. Okey

b. Mty = -1089.2 kgm = -108920 kgcm (Tumpuan )

- fy d As +Mu

= 01.7 f'c b

4000 2- 4000 8.5 As +

108920= 0

1.7 210 100 1

448.1792717087 - 34000 As + 108920 = 0


As = 34000 34000 2 - 4 448.179272 108920.27 0.5

min

ada

maks

fy2

As2

As2

As2

cm2


min

ada

maks

min

ada

maks

fy2

As2

As2

As2

As =896.3585434174

As = 34000 30995.7541 = 3.3516896.3585434174


= 10 - 15 = 5.233333Kontrol :

=1.4

=1.4

= 0.0035fy 400

=As

=5.23333333

= 0.006157b d 100 8.5

= 0.75 0.850.85 f'c 600

fy 600 + fy

= 0.75 0.850.85 30 600

400 600 + 400

= 0.024384

< < ……….. Okey

cm2


min

ada

maks

min

ada

maks

12088

20

Plat Lantai, Tangga, Pondasi

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