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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
I. DATA-DATA PERENCANAANPotongan melintang = seperti gambarJarak Antara portal melintang = 3.00 mJumlah trave = 3 buahFungsi bangunan lantai 1 = rumahFungsi bangunan lantai 2 = rumahKuat tekan beton fc' = 35 MpaTegangan leleh tulangan ulir fy = 390 Mpa (tul. balok induk, kolom, pondasi, tangga)Tegangan leleh tulangan polos fy = 240 Mpa (tul. plat, balok anak, sloof, geser)Tegangan ijin tanah = 0.22 MPaTerletak di wilayah gempa = Ambon
Beban pada plat lantaia. Beban hidup
Beban hidup lantai 1 sesuai PPI'87 tabel 3.1 = 200Beban hidup lantai 2 = 200Beban hidup Atap = 100 kg/m2
b.Beban matibeban mati lantai bangunan :beton = 2400 = 24keramik per m2 = 25 = 0.25spesi per cm tebal = 21 = 0.21langit-langit = 11 = 0.11dinding 1/2 batu per m2 = 250 = 2.5penggantung = 7 = 0.07pasir = 1600 = 16
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
(tul. balok induk, kolom, pondasi, tangga)(tul. plat, balok anak, sloof, geser)
= 2= 2= 1
kN/m2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
PERENCANAAN PELAT LANTAI
1.2 Perencanaan Dimensi Penampanga. Perencanaan dimensi penampang plat (lihat SNI 11.5)b. Perencanaan dimensi penampang balok diperkirakan sbb :
Balok bentang = 3.50 mtinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 3.50 = 0.35 dicobah = 1/14 x 3.50 = 0.25
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.30 = 0.15 dicobab = 2/3 x 0.30 = 0.20
dicoba balok bentang = 3.50 m dengan dimensi 0.20 / 0.30Balok bentang = 2.00 mtinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 2.00 = 0.20 dicobah = 1/14 x 2.00 = 0.14
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.30 = 0.15 dicobab = 2/3 x 0.30 = 0.20
dicoba balok bentang = 2.00 m dengan dimensi 0.20 / 0.30Balok bentang = 2.75 mtinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 2.75 = 0.28 dicobah = 1/14 x 2.75 = 0.20
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.30 = 0.15 dicobab = 2/3 x 0.30 = 0.20
dicoba balok bentang = 2.75 m dengan dimensi 0.20 / 0.30Balok Memanjang bentang = 3.75 mtinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 3.75 = 0.38 dicobah = 1/14 x 3.75 = 0.27
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.30 = 0.15 dicobab = 2/3 x 0.30 = 0.20
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
dicoba balok bentang = 3.75 m dengan dimensi 0.20 / 0.30
Balok Memanjang bentang = 3.00 mtinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 3.00 = 0.30 dicobah = 1/10 x 3.00 = 0.21
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.30 = 0.15 dicobab = 2/3 x 0.30 = 0.20
dicoba balok bentang = 3.00 m dengan dimensi 0.20 / 0.30
Balok bentang = 2.50 m untuk daerah jemuran tinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 2.50 = 0.25 dicobah = 1/10 x 2.50 = 0.18
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.25 = 0.13 dicobab = 2/3 x 0.25 = 0.17
dicoba balok bentang = 2.50 m dengan dimensi 0.20 / 0.25
Balok Memanjang bentang = 2.50 m untuk daerah jemuran tinggi total balok h = 1/10 L - 1/14 L
h = 1/10 x 2.50 = 0.25 dicobah = 1/10 x 2.50 = 0.18
lebar balok b = 1/2 h - 2/3 hb = 1/2 x 0.25 = 0.13 dicobab = 2/3 x 0.25 = 0.17
dicoba balok bentang = 2.50 m dengan dimensi 0.20 / 0.25
Kolom Tepi bentang PanjangPanjang kolom h = 0.25 m Dicoba : 25Lebar kolom b = 0.2 mKolom TengahPanjang kolom h = 0.25 m Dicoba : 25Lebar kolom b = 0.2 mKolom PraktisPanjang kolom h = 0.15 m Dicoba : 15Lebar kolom b = 0.15 mKolom Teras/ kolom Penunjang
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Panjang kolom h = 0.2 m Dicoba : 20Lebar kolom b = 0.2 m
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
PERENCANAAN PELAT LANTAI
h = 0.30 m
b = 0.20 m
m
h = 0.30 m
b = 0.20 m
m
h = 0.30 m
b = 0.20 m
m
h = 0.30 m
b = 0.20 m
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
m
h = 0.30 m
b = 0.20 m
m
h = 0.25 m
b = 0.20 m
m
h = 0.25 m
b = 0.20 m
m
/ 20 cm
/ 20 cm
/ 15 cm
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
/ 20 cm
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
II.PERENCANAAN PLAT LANTAI2.1 Plat Lantai 1 Tipe Aa. Plat lantai Tipe a Ly / Lx = 2.50 /
250 Kx =Ky =
225Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 2.25
= 1.80 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 2.25= 1.59 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.80 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
kN/m2
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kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
A 250
400
K 20
/25
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Momen nominal = Mu / = 1.80 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 98.30
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 98.30 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 1.59 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mm
0.85 . fc' . b .d2
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1
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1/4 2 mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 1.59 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 87.47
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 87.47 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 250 mm
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Kontrol : As ada = As.b/s = 201.143 > As perluMaka dipakai tulangan pokok : 8 - 250
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.2 Plat Lantai 2 Tipe ba. Plat lantai Tipe b Ly / Lx = 3.00 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 2.00
= 1.90 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 2.00= 1.26 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.90 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
mm2
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kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
B 20/30
300
200
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Momen nominal= Mu / = 1.90 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 103.58
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 103.58 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah Y
0.85 . fc' . b .d2
mm2
1
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mm2 mm2
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1/4 2 mm2
mm2
1/4 2 mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Lapangan Arah Y = Tumpuan Arah YMuy = 1.26 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 1.26 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 69.06
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 69.06 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 250 mmKontrol : As ada = As.b/s = 201.143 > As perluMaka dipakai tulangan pokok : 8 - 250
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.3 Plat Lantai 2 Tipe Ca. Plat lantai Tipe C Ly / Lx = 3.00 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 3.00
= 2.75 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 3.00= 2.75 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 2.75 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fy
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30030
0
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Tebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
Momen nominal
= Mu / = 2.75 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 150.12
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 150.12 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perlu
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Maka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 2.75 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 2.75 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 151.72
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 151.72 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.4 Plat Lantai 1 Tipe Da. Plat lantai Tipe D Ly / Lx = 3.50 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 3.00
= 3.51 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 3.00= 2.90 kNm
1/4 2 mm2
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1/4 2 mm2
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kN/m2
kN/m2
kN/m2
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kN/m2
kN/m2
kN/m2
kN/m2
300
350
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 3.51 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
= Mu / = 3.51 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 192.17
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 192.17 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
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Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 2.90 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 2.90 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 160.20
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As maks = 6488.84
As perlu = 160.20 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.5 Plat Lantai 1 Tipe Ea. Plat lantai Tipe E Ly / Lx = 3.75 /
Kx =Ky =
Tebal plat =
375
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
250
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 1.50
= 1.20 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 1.50= 0.65 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.20 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
= Mu / = 1.20 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 65.44
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 65.44 < As min = 240< As maks = 6488.84
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Maka cukup dipakai tulang dengan As =Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.65 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 0.65 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 35.64
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' x
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As maks = 0.75 x Asb = 0.75 x xfy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 35.64 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.6 Plat Lantai 1 Tipe Fa. Plat lantai Tipe F Ly / Lx = 2.25 /
Kx =
150
Ky =
Tebal plat =
225
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
100
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 1.50
= 1.07 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 1.50= 0.71 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.07 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
Momen nominal
= Mu / = 1.07 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 58.15
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 0.75 x x x240 600 + 240
As maks = 6488.84
As perlu = 58.15 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.71 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 0.71 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
240 1 x 35
As perlu = 38.80
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 38.80 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.7 Plat Lantai 1 Tipe Ga. Plat lantai Tipe G Ly / Lx = 3.00 /
Kx =
300Ky =
Tebal plat =
275a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 2.75
= 2.70 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 2.75= 2.37 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 2.70 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
= Mu / = 2.70 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 147.15
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 147.15 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 2.37 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 2.37 / 0.80 =
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 130.91
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 130.91 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.8 Plat Lantai 1 Tipe Ha. Plat lantai Tipe H Ly / Lx = 2.75 /
Kx =200 Ky =
Tebal plat =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
275a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 0.42
ql = 0.42
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 5.96
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.96 x 2.00
= 1.26 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.96 x 2.00= 0.91 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.26 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
= Mu / = 1.26 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 68.72
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 68.72 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.91 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Momen nominal = Mu / = 0.91 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 49.76
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 49.76 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.9 Plat Lantai 1 Tipe I
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
a. Plat lantai Tipe I Ly / Lx = 2.50 /
Kx =150 Ky =
Tebal plat =
250
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 0.42
ql = 0.42
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 5.96
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.96 x 1.50
= 0.79 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.96 x 1.50= 0.48 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 0.79 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 0.79 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 42.98
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 42.98 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.48 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 0.48 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 26.49
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 26.49 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perlu
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Maka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
2.10 Plat Lantai 1 Tipe Ja. Plat lantai Tipe J Ly / Lx = 2.75 /
Kx =150 Ky =
Tebal plat =
275
a.1 Pembebanan :Beban mati :Berat sendiri = 0.12 x 24.00 = 2.880Berat urugan pasir = 0.05 x 16.00 = 0.800Berat tegel keramik = 0.50 x 0.25 = 0.125Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 4.405
Beban hidup :Berat beban hidup = 2.00
ql = 2.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 4.41 += 8.49
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 8.49 x 1.50
= 1.15 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 8.49 x 1.50= 0.67 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.15 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 12 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 12 = 94 mm
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 1.15 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 94 2 x= 1 - 1 -
240 0.85 x 35
As perlu = 62.31
As min = 0.002 x b x h = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
240 600 + 240
As maks = 6488.84
As perlu = 62.31 < As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 12As = = 113.143s = As.b/Asperlu = 471.429 mm 200 mmKontrol : As ada = As.b/s = 565.71 > As perluMaka dipakai tulangan pokok : 12 - 200
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 565.714286 = 113.1As = = 50.2857s = As.b/Asperlu = 444.444 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
Syarat jarak maksimum tulangan plat :3 h = 3 x 120 = 360 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah Y
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Muy = 0.67 kNmTebal plat lantai h = 120 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2 x 10 = 95 mm
Momen nominal = Mu / = 0.67 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 95 2= 1 - 1 -
240 1 x 35
As perlu = 36.69
As min = 0.002 x b x d = 0.002 x 1000 x 120 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
240 600 + 240
As maks = 6488.84
As perlu = 36.69 > As min = 240< As maks = 6488.84Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 327.381 mm 200 mmKontrol : As ada = As.b/s = 392.86 > As perluMaka dipakai tulangan pokok : 10 - 200
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 392.857143 = 78.57As = = 50.2857s = As.b/Asperlu = 640 mm 300 mmKontrol : As ada = As.b/s = 167.619 > As perluMaka dipakai tulangan pokok : 8 - 300
mSyarat jarak maksimum tulangan plat :
3 h = 3 x 120 = 360 mm atau 500 mm
2.11 Plat Atap Tipe Aa. Plat Atap Tipe a Ly / Lx = 3.50 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 3.00
= 2.15 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 3.00= 1.78 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 2.15 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 2.15 / 0.80 = 2.69
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 57.63
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 57.63 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mm
Momen nominalKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perlu
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Maka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 1.78 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.78 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 47.57
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 47.57 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.12 Plat Atap Tipe Ba. Plat Atap Tipe b Ly / Lx = 3.00 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 3.00
= 1.68 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 3.00= 1.68 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah X
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
300
300
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Mux = 1.68 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.68 / 0.80 = 2.11
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 45.05
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 45.05 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mm
Momen nominalKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 1.68 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.68 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 45.05
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As maks = 2823.43
As perlu = 45.05 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.12 Plat Atap Tipe Ca. Plat Atap Tipe c Ly / Lx = 3.50 /
Kx =Ky =
Tebal plat =
a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 2.00
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
200
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 1.25 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 2.00= 0.73 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.25 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.25 / 0.80 = 1.56
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 33.34
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 33.34 < As min = 200
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mm
Momen nominalKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.73 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.73 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 19.42
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' x
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As maks = 0.75 x Asb = 0.75 x xfy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 19.42 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.13 Plat Atap Tipe Da. Plat Atap Tipe d Ly / Lx = 3.75 /
Kx =Ky =
Tebal plat =375
a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
350
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 1.50
= 0.74 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 1.50= 0.40 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 0.74 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.74 / 0.80 = 0.92
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 19.67
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 19.67 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mm
Momen nominalKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.40 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.40 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
0.85 . fc' . b .d2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
390 1 x 35
As perlu = 10.61
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 10.61 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.14 Plat Atap Tipe Ea. Plat Atap Tipe e Ly / Lx = 2.50 /
Kx =150 Ky =
Tebal plat =250
a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
kN/m2
kN/m2
350
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 1.50
= 0.69 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 1.50= 0.42 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 0.69 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.69 / 0.80 = 0.86
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 18.42
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 18.42 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.42 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.42 / 0.80 =
0.85 . fc' . b .d 2 . Mn
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As perlu = 1 - 1 -fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 11.23
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 11.23 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.15 Plat Atap Tipe Fa. Plat Atap Tipe F Ly / Lx = 3.00 /
Kx =Ky =
275Tebal plat =
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
300a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 2.75
= 1.65 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 2.75= 1.46 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.65 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.65 / 0.80 = 2.06
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
0.85 . fc' . b .d2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 1 - 1 -390 0.85 x 35
As perlu = 44.16
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 44.16 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 1.46 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 1.46 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 38.89
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 38.89 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.17 Plat Atap Tipe Ga. Plat Atap Tipe G Ly / Lx = 2.75 /
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Kx =Ky =
200Tebal plat =
275a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 2.00
= 1.10 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 2.00= 0.79 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.10 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 1.10 / 0.80 = 1.38
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
300
350
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 29.44
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 29.44 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.79 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
1
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 0.79 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 21.09
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 21.09 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.18 Plat Atap Tipe Ha. Plat Atap Tipe H Ly / Lx = 2.75 /
Kx =Ky =
150Tebal plat =
275a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 1.50
= 0.70 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 1.50= 0.41 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 0.70 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
350
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 0.70 / 0.80 = 0.88
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 18.73
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 18.73 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.41 kNm
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Tebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.41 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 10.92
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 10.92 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
2.19 Plat Atap Tipe Ia. Plat Atap Tipe I Ly / Lx = 3.00 /
Kx =Ky =
200Tebal plat =
300a.1 Pembebanan :Beban mati :Berat sendiri = 0.10 x 24.00 = 2.400Berat spesi = 2.00 x 0.21 = 0.420Berat penggantung = 0.070Berat eternit = 0.110
qd = 3.000
Beban hidup :Berat beban hidup = 1.00
ql = 1.00
Beban terfaktor qu = 1.2 qd + 1.6 ql = 1.20 x 3.00 += 5.20
a.2 Pehitungan MomenMlx = -Mtx = 0.001 x qu x Lx2 x Kx = 0.001 x 5.20 x 2.00
= 1.16 kNm
Mly = -Mty = 0.001 x qu x Lx2 x Ky = 0.001 x 5.20 x 2.00= 0.77 kNm
a.3 Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMux = 1.16 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mmLebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
1/4 2 mm2
mm2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
1 = 0.5 - (fc' - 30)x 0.05 / 7 =
350
150
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= Mu / = 1.16 / 0.80 = 1.46
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2 x= 1 - 1 -
390 0.85 x 35
As perlu = 31.11
As min = 0.002 x b x h = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy
0.85 x 35 x 0.81 600= 0.75 x x x
390 600 + 390
As maks = 2823.43
As perlu = 31.11 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As =
Direncanakan tulangan pokok : 10As = = 78.5714s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
a.4 Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMuy = 0.77 kNmTebal plat lantai h = 100 mm Mutu beton fc'Dipakai tulang tarik = 10 mm Mutu tulangan fyTebal selimut beton = 20 mm = 0.5 - (fc' - 30)x 0.05 / 7 =Lebar plat = 1000 mmdx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 100 - 20 - 1/2 x 10 = 75 mm
= Mu / = 0.77 / 0.80 =
0.85 . fc' . b .d 2 . MnAs perlu = 1 - 1 -
fy
0.85 x 35 x 1000 x 75 2= 1 - 1 -
390 1 x 35
As perlu = 20.54
As min = 0.002 x b x d = 0.002 x 1000 x 100 =
0.85 x fc' xAs maks = 0.75 x Asb = 0.75 x x
fy 600
0.85 x 35 x 0.81 600= 0.75 x x
390 600 + 390
As maks = 2823.43
As perlu = 20.54 < As min = 200< As maks = 2823.43Maka cukup dipakai tulang dengan As
Direncanakan tulangan pokok : 10As = = 78.5714
1
0.85 . fc' . b .d2
mm2
1
mm2
mm2 mm2
mm2
1/4 2 mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
s = As.b/Asperlu = 392.857 mm 300 mmKontrol : As ada = As.b/s = 261.90 > As perluMaka dipakai tulangan pokok : 10 - 300
Direncanakan tulangan bagi : 8Tulangan bagi = 20% x As = 20% x 261.904762 = 52.38As = = 50.2857s = As.b/Asperlu = 960 mm 400 mmKontrol : As ada = As.b/s = 125.714 > As perluMaka dipakai tulangan pokok : 8 - 400
Syarat jarak maksimum tulangan plat :3 h = 3 x 100 = 300 mm atau 500 mm
mm2
1/4 2 mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
II.PERENCANAAN PLAT LANTAI
2.25 = 1.11
4237
120 mm
+
+
1.60 x 2.00
x 2.25 x 42.00
x 2.25 x 37.00
= 35 Mpa= 240 Mpa
0.81
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
2.26 kNm
2.26 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1.99 kNm
x 1.99 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
106
952
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As perlu = 78.571
(maksimum)
2.00 = 1.50
5637
120 mm
+
+
1.60 x 2.00
x 2.00 x 56.00
x 2.00 x 37.00
= 35 Mpa= 240 Mpa
0.81
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
2.38 kNm
2.38 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
1.57 kNm
x 1.57 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
106
952
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As perlu = 78.571
(maksimum)
3.00 = 1.00
3636
120 mm
+
+
1.60 x 2.00
x 3.00 x 36.00
x 3.00 x 36.00
= 35 Mpa= 240 Mpa
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.81
3.44 kNm
3.44 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
3.44 kNm
x 3.44 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
106
952
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 240.00
As perlu = 78.571
(maksimum)
3.00 = 1.17
4638
120 mm
+
+
1.60 x 2.00
x 3.00 x 46.00
x 3.00 x 38.00
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 35 Mpa= 240 Mpa
0.81
4.39 kNm
4.39 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
106
952
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
3.63 kNm
x 3.63 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
mm2
mm2
106
952
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 240.00
= 240.00
As perlu = 78.571
(maksimum)
1.50 = 2.50
6334
120 mm
+
+
1.60 x 2.00
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
x 1.50 x 63.00
x 1.50 x 34.00
= 35 Mpa= 240 Mpa
0.81
1.50 kNm
1.50 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
106
952
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
0.81 kNm
x 0.81 x
x 1000 x
240
600
mm2
mm2
mm2
mm2
106
952
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
x b . d+ fy
x 1000 x 120
= 240.00
= 240.00
As perlu = 78.571
(maksimum)
1.50 = 1.50
5637
120 mm
+
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
+
1.60 x 2.00
x 1.50 x 56.00
x 1.50 x 37.00
= 35 Mpa= 240 Mpa
0.81
1.34 kNm
1.34 x
x 1000 x
240
600x b. d
600 + fy
106
952
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
0.88 kNm
x 0.88 x
mm2
mm2
mm2
mm2
106
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
As perlu = 78.571
(maksimum)
2.75 = 1.09
4237
120 mm
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
+
+
1.60 x 2.00
x 2.75 x 42.00
x 2.75 x 37.00
= 35 Mpa= 240 Mpa
0.81
3.37 kNm
3.37 x
x 1000 x
106
952
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
2.97 kNm
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
x 2.97 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
As perlu = 78.571
(maksimum)
2.00 = 1.38
5338
120 mm
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
+
+
1.60 x 0.42
x 2.00 x 53.00
x 2.00 x 38.00
= 35 Mpa= 240 Mpa
0.81
1.58 kNm
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1.58 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1.13 kNm
x 1.13 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
As perlu = 113.14
(maksimum)
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1.50 = 1.67
5936
120 mm
+
+
1.60 x 0.42
x 1.50 x 59.00
x 1.50 x 36.00
= 35 Mpa= 240 Mpa
0.81
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.99 kNm
0.99 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
0.60 kNm
x 0.60 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
As perlu = 78.571
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
(maksimum)
1.50 = 1.83
6035
120 mm
+
+
1.60 x 2.00
x 1.50 x 60.00
x 1.50 x 35.00
= 35 Mpa= 240 Mpa
0.81
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
1.43 kNm
1.43 x
x 1000 x
240
600x b. d
600 + fy
1000 x 120
240.00
= 240.00
As perlu = 113.14
(maksimum)
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 35 Mpa= 240 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
0.84 kNm
x 0.84 x
x 1000 x
240
600x b . d
+ fy
x 1000 x 120
= 240.00
= 240.00
106
952
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
As perlu = 78.571
(maksimum)
3.00 = 1.17
4638
100 mm
+
+
1.60 x 1.00
x 3.00 x 46.00
x 3.00 x 38.00
= 35 Mpa= 390 Mpa
0.81
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
kNm
2.69 x
x 1000 x
200
600x b. d
600 + fy
1000 x 100
200.00
= 200.00
As perlu = 52.381
106
952
mm2
mm2
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
(maksimum)
= 35 Mpa= 390 Mpa
= 0.5 - (fc' - 30)x 0.05 / 7 = 0.81
2.22 kNm
x 2.22 x
x 1000 x
200
600x b . d
+ fy
x 1000 x 100
= 200.00
106
952
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 200.00
As perlu = 52.381
(maksimum)
3.00 = 1.00
3636
100 mm
+
+
1.60 x 1.00
x 3.00 x 36.00
x 3.00 x 36.00
mm2
mm2
mm2
-
Perencanaan Tempat Tinggal 2 Lantai
Toto Prasetiyo (12.21.036)
= 35 Mpa= 390 Mpa
0.81
kNm
2.11 x
x 1000 x