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

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m2

kg/m3

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

kN/m2

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

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

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

Perencanaan Tempat Tinggal 2 Lantai

Toto Prasetiyo (12.21.036)

Panjang kolom h = 0.2 m Dicoba : 20Lebar kolom b = 0.2 m

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

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

Perencanaan Tempat Tinggal 2 Lantai

Toto Prasetiyo (12.21.036)

/ 20 cm

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

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 =

A 250

400

K 20

/25

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

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)

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

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

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 =

B 20/30

300

200

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

mm2

mm2 mm2

mm2

1/4 2 mm2

mm2

1/4 2 mm2

mm2

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

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

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

30030

0

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

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

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

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

300

350

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

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