BTN Brtu Febri

Perhitungan Tebal Plat Lantai :

Data - Data :Mutu Baja fy = 300 mpaMutu Beton fc = 30 mpaPanajang lx = 4 mTinggi Balok (h) = 1/10*L = 0.40 ~ 0.40 mLebar Balok (b) = 1/2 x h = 0.20 ~ 0.20 mPanjang ly = 4.5 mTinggi Balok (h) = 1/10*L = 0.45 ~ 0.50 mLebar Balok (b) = 1/2 x h = 0.23 ~ 0.20 mRencana Tinggi Lantai = 4 mRencana Tebal Pelat Lantai = 0.12 mRencana Dimensi Kolom = 50 x 50

Perhitungan :

ln = 450 -20

-20

= 4302 2

Sn = 400 -20 - 20

= 3802 2

β = ln 430= 1.13Sn 380 < 2.0 (Pelat Dua Arah )

1

2

A B C D

22

3.0000 2.0000 3.0000

3.5000 3.5000

15/30

15/30

20/4020/40

Lihat Balok as 2 Joint A-B :

Lebar Efektif Balok (be) :

0.12

0.40

0.20

= bw + 2(h-t) = 0.76 m

= bw + 8.t = 1.16 m

Diambil Nilai Yang Terkecil = 0.76 m

be = 0.76 =3.8

t = 0.12 =0.3bw 0.20 h 0.40

k =

1.84 x 2.20 + 0.36 + 0.081.84

= 2.6356

I balok = k xbb . h3 = 2.6356 x 20 x 64000

12 12= 281130.66666667 cm4

I pelat = bp . t3=

0.5 x 400 + 450 x 172812 12

= 61200 cm4

α1 == 281130.66666667

= 4.593661200

be1

be2

t

h

bw

be

1+( bebw−1)x ( th ) x [4−6( th )+4 ( th )2+( bebw−1)x ( th )

3 ]1+( bebw−1)x ( th )

Lihat Balok as C Joint 1 - 2 :


0.12

0.50

0.20

= bw + 2(h-t) = 0.96 m

= bw + 8.t = 1.16 m


be = 0.96 =4.8

t = 0.12 =0.24bw 0.20 h 0.50

k =

1.91 x 2.56 + 0.23 + 0.051.91

= 2.84293

I balok = k xbb . h3 = 2.8429 x 20 x 125000

12 12= 592277.333 cm4

I pelat = bp . t3=

0.5 x 450 + 400 x 172812 12

= 61200 cm4

α2 == 592277.333

= 9.677761200

be1

be2

t

h

bw

be


3 ]1+( bebw−1)x ( th )

Lihat Balok as D Joint 1 - 2 :


0.12

0.50

0.20

= bw + (h-t) = 0.58 m

= bw + 4.t = 0.68 m


be = 0.58= 2.9

t=

0.12= 0.24

bw 0.20 h 0.50

k =

1.46 x 2.56 + 0.23 + 0.031.46

= 2.817

I balok = k xbb . h3 = 2.817 x 20 x 125000

12 12= 586805.333 cm4

I pelat = bp . t3=

0.5 x 400 x 172812 12

= 28800 cm4

α3= 586805.33333333

= 20.37528800

be1

be2

t

bw

be

h


3 ]1+( bebw−1)x ( th )

Lihat Balok as 1 Joint C - D :


0.12

0.40

0.20

= bw + (h-t) = 0.48 m

= bw + 4.t = 0.68 m


be = 0.48= 2.4

t=

0.12= 0.3

bw 0.20 h 0.40

k =

1.42 x 2.20 + 0.36 + 0.041.42

= 2.598

I balok = k xbb . h3 = 2.5978 x 20 x 64000

12 12= 277098.66666667 cm4

I pelat = bp . t3=

0.5 x 450 x 172812 12

= 64872 cm4

α4= 277098.66666667

= 4.271564872

Dari keempat balok diatas maka di dapat rata - rata :

be1

be2

t

bw

be

h


3 ]1+( bebw−1)x ( th )

αm= α1+α2+α3+α4 = 38.918

= 9.730 < 24 4

Karena αm < 2 maka dihunakan rumus :

tidak boleh kurang dari 120 mm

300

=430 x 0.8 + 1500

36 + 9= 430

= 9.556 = 95.55556 mm < 120 mm45.000Digunakan Tebal Pelat : Pelat Lantai = 120 mm

Pelat Atap = 100 mm

DIHITUNG TEBAL PLAT SMPAI 6 CINNNN!!!

h1=λn×[0 . 8+

fy1500 ]

36+9 β

• Pembebanan Pelat

1. Perhitungan Beban Pada Pelat Lantai :

Berat Sendiri Pelat tebal 12 cm = 0.120 x 2400 = 288 kg/m²Berat Adukan tebal 2 cm per m² = 2 x 21 = 42 kg/m²Berat Keramik per m² = 1 x 24 = 24 kg/m²Berat Mekanikal Elektrikal per m² = 1 x 25 = 25 kg/m²Berat Plafond + Penggantung per m² = 11 + 7 = 18 kg/m²

= 397 kg/m²

Beban Hidup Gedung Pertemuan = 400 Kg/m²

Beban Kombinasi Pada Lantai = 1116.4 Kg/m²

2. Perhitungan Beban Pada Pelat Atap:

Berat Sendiri Pelat tebal 10 cm = 0.100 x 2400 = 240 kg/m²Berat Mekanikal Elektrikal per m² = 1 x 25 = 25 kg/m²Berat Plafond + Penggantung per m² = 11 + 7 = 18 kg/m²

= 283 kg/m²

Beban Hidup Air Hujan = 100 Kg/m²

Beban Kombinasi Pada Atap = 499.6 Kg/m²

• Perhitungan Pembebanan Akibat Beban Mati atau Death Load (DL) :

DL1

• Perhitungan Pembebanan Akibat Beban Hidup atau Live Load (LL) :LL1

• Beban Kombinasi (Qu) :Qu1 = 1,2 x DL1 + 1,6 x LL1 Qu1


DL2



• Perencanaan Pelat Lantai

• Pelat Type A

ly 450

20/40

15/30

lx400

ly=

450= 1.125 ~ 1.1

lx 400

1

2

3

A B C D

22

3.0000 2.0000 3.0000

3.5000

1.5000

3.5000

3.5000

Plat LantaiTangga

A

BC

A

• Perhitungan Momen Pelat

Nilai momen yang bekerja pada pelat lantai ditentukan dengan Tabel Koefisien Momen PBI-1971.

Plat Type A Terjepit Penuh

Mlx = 0.001 x q x x X= 0.001 x 1116.4 x 16 x 28= 500.15 kg/m = 5.0015 kN/m

Mtx = -0.001 x q x x X= -0.001 x 1116.4 x 16 x 64= -1143 kg/m = -11.43 kN/m

Mly = 0.001 x q x x X= 0.001 x 1116.4 x 16 x 20= 357 kg/m = 3.5725 kN/m

Mty = -0.001 x q x x X= -0.001 x 1116.4 x 16 x 56= ### kg/m = -10 kN/m

• Perhitungan Tulangan Lentur Pelat

Tebal Pelat = 120 mmTebal Selimut Beton = 30 mm

= 10 mm

• Tulangan Lapangan / Tumupuan Arah x

Tinggi Efektif :dx = 120 - 30 - 5 = 85 mmdy = 120 - 30 - 10 - 5 = 75 mm

Momen Terbesar = Mtx = -11.4319 kN/m

• Momen Nominalϕ = 0.8

Mn = Mu = 11.4319 x 10 6

ϕ 0.8= 14289920 N.mm

• Rasio Tulangan Minimum

= 1.4 = 1.4 = 0.005fy 300

lx²

lx²

lx²

lx²

Asumsi Diameter Tulangan Ø

ρmin

dy dx t = 120 mmdy dx t = 120 mm

• Rasio Tulangan Maximum= 0.85 Karena f'c = 30 mpa

=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30

• Rasio Tulangan Perlu

Rn = Mn=

14289920= 1.97784

1000 x 7225

ρ = 0.085 x 0.08083= 0.0069 <

Maka di gunakan , ρmin = 0.005

β1

ρb

ρmax ρb

b .d²

ρmin

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )

• Luas Tulangan Perlu

As = ρ.b.d= 0.005 x 1000 x 75= 350

dicoba dengan Ø 10 mmJarak antar tulangan (s) :

s = = 0.25 x 3.14 x 100 x 1000350

= 224.29 mm ~ 200 mmDigunakan diameter dan Jarak Tulangan Ø 10 - 200

Kontrol Jarak antar tulangan :

s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!

• Tulangan Lapangan / Tumupuan Arah y


Momen Terbesar = Mty = -10.0029 kN/m


Mn = Mu = 10.0029 x 10 6

ϕ 0.8= 12503680 N.mm


= 1.4 = 1.4 = 0.005fy 300

mm²

ρmin


14⋅π⋅φ2⋅b

As


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

12503680= 2.22288

1000 x 5625

ρ = 0.085 x 0.09134= 0.0078 <



As = ρ.b.d= 0.005 x 1000 x 85= 397


s = = 0.25 x 3.14 x 100 x 1000397

= 197.9 mm ~ 200 mm

Digunakan diameter dan Jarak Tulangan Ø 10 - 200Kontrol Jarak antar tulangan :

s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!

β1

ρb

ρmax ρb

b .d²

ρmin

mm²

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )

14⋅π⋅φ2⋅b

As

• Tulangan Suhu dan SusutSNI’1991 tidak mengatur untuk tulangan polos maka dipakai persyaratan dari PBI’71.

= 20% x= 20% x 397= 79.3333


s = = 0.25 x 3.14 x 64 x 100079.33

= 633.28 mm ~ 300 mm


s < 3h = 300 < 360 ( OK )!!!

s < 5h = 300 < 600 ( OK )!!!

As susut As pokok

14⋅π⋅φ2⋅b

As




= 397 kg/m²





= 283 kg/m²




DL1




DL2




• Pelat Type B

350 ly20/40

15/30

lx200

ly=

350= 1.75 ~ 1.8

lx 200

1

2

3

A B C D

22

3.0000 2.0000 3.0000

3.5000

1.5000

3.5000

3.5000

Plat LantaiTangga

A

BC

B




Mlx = 0.001 x q x x X= 0.001 x 1116.4 x 4 x 40= 178.62 kg/m = 1.7862 kN/m

Mtx = -0.001 x q x x X= -0.001 x 1116.4 x 4 x 82= -366 kg/m = -3.662 kN/m

Mly = 0.001 x q x x X= 0.001 x 1116.4 x 4 x 13= 58 kg/m = 0.5805 kN/m

Mty = -0.001 x q x x X= -0.001 x 1116.4 x 4 x 57= -254.54 kg/m = -2.545 kN/m



= 10 mm





Mn = Mu = 3.66179 x 10 6

ϕ 0.8= 4577240 N.mm

lx²

lx²

lx²

lx²




= 1.4 = 1.4 = 0.005fy 300


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

4577240= 0.63353

1000 x 7225

ρ = 0.085 x 0.02516= 0.0021 <


ρmin

β1

ρb

ρmax ρb

b .d²

ρmin

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1− 2 x m x Rn

fy )


As = ρ.b.d= 0.005 x 1000 x 75= 350


s = = 0.25 x 3.14 x 100 x 1000350

= 224.29 mm ~ 200 mm

Digunakan diameter dan Jarak Tulangan Ø 10 - 200


s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!





Mn = Mu = 2.54539 x 10 6

ϕ 0.8= 3181740 N.mm


= 1.4 = 1.4 = 0.005fy 300

mm²

ρmin


14⋅π⋅φ2⋅b

As


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

3181740= 0.56564

1000 x 5625

ρ = 0.085 x 0.02243= 0.0019 <



As = ρ.b.d= 0.005 x 1000 x 85= 397


s = = 0.25 x 3.14 x 100 x 1000397

= 197.9 mm ~ 200 mm


s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!

β1

ρb

ρmax ρb

b .d²

ρmin

mm²

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1− 2 x m x Rn

fy )

14⋅π⋅φ2⋅b

As


= 20% x= 20% x 397= 79.3333


s = = 0.25 x 3.14 x 64 x 100079.33

= 633.28 mm ~ 300 mm


s < 3h = 300 < 360 ( OK )!!!

s < 5h = 300 < 600 ( OK )!!!

As susut As pokok

14⋅π⋅φ2⋅b

As




= 397 kg/m²





= 283 kg/m²




DL1




DL2




• Pelat Type C

150 lx

20/40

15/30

ly300

ly=

300= 2 ~ 2.0

lx 150

1

2

3

A B C D

22

3.0000 2.0000 3.0000

3.5000

1.5000

3.5000

3.5000

Plat LantaiTangga

A

BC

C



Mlx = 0.001 x q x x X= 0.001 x 1116.4 x 2.25 x 41= 102.99 kg/m = 1.0299 kN/m

Mtx = -0.001 x q x x X= -0.001 x 1116.4 x 2.25 x 83= -208 kg/m = -2.085 kN/m

Mly = 0.001 x q x x X= 0.001 x 1116.4 x 2.25 x 12= 30 kg/m = 0.3014 kN/m

Mty = -0.001 x q x x X= -0.001 x 1116.4 x 2.25 x 57= -143.18 kg/m = -1.432 kN/m



= 10 mm





Mn = Mu = 2.08488 x 10 6

ϕ 0.8= 2606096 N.mm


lx²

lx²

lx²

lx²




= 1.4 = 1.4 = 0.005fy 300


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

2606096= 0.36071

1000 x 7225

ρ = 0.085 x 0.01425= 0.0012 <


ρmin

β1

ρb

ρmax ρb

b .d²

ρmin

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )


As = ρ.b.d= 0.005 x 1000 x 75= 350


s = = 0.25 x 3.14 x 100 x 1000350

= 224.29 mm ~ 200 mm



s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!





Mn = Mu = 1.43178 x 10 6

ϕ 0.8= 1789729 N.mm


= 1.4 = 1.4 = 0.005fy 300

mm²

ρmin


14⋅π⋅φ2⋅b

As


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

1789729= 0.31817

1000 x 5625

ρ = 0.085 x 0.01256= 0.0011 <



As = ρ.b.d= 0.005 x 1000 x 85= 397


s = = 0.25 x 3.14 x 100 x 1000397

= 197.9 mm ~ 200 mm


s < 3h = 200 < 360 ( OK )!!!

s < 5h = 200 < 600 ( OK )!!!

β1

ρb

ρmax ρb

b .d²

ρmin

mm²

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )

14⋅π⋅φ2⋅b

As


= 20% x= 20% x 397= 79.3333


s = = 0.25 x 3.14 x 64 x 100079.33

= 633.28 mm ~ 300 mm


s < 3h = 300 < 360 ( OK )!!!

s < 5h = 300 < 600 ( OK )!!!

As susut As pokok

14⋅π⋅φ2⋅b

As




= 397 kg/m²





= 283 kg/m²




DL1




DL2



• Perencanaan Pelat Atap

• Pelat Type A

200 ly

20/40

15/30

lx150

ly=

200= 1.33333 ~ 1.4

lx 150

1

2

A B C E FD

1.5000

22

2.0000

1.5000 1.5000

2.0000

1.5000 1.5000 2.0000 1.5000

Plat AtapRencana Atap

A

B

A



Plat Type A Terjepit Elastis Penuh


Mtx = -0.001 x q x x x= -0.001 x 499.6 x 2.25 x 53= -59.58 kg/m = -0.596 kN/m





= 10 mm





Mn = Mu = 0.59577 x 10 6

ϕ 0.8= 744716 N.mm

lx²

lx²

lx²

lx²




= 1.4 = 1.4 = 0.005fy 300


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

744716= 0.13239

1000 x 5625

ρ = 0.085 x 0.00521= 0.0004 <


ρmin

β1

ρb

ρmax ρb

b .d²

ρmin

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )


As = ρ.b.d= 0.005 x 1000 x 75= 350


s = = 0.25 x 3.14 x 100 x 1000350

= 224.29 mm ~ 200 mm



s < 3h = 200 < 300 ( OK )!!!

s < 5h = 200 < 500 ( OK )!!!





Mn = Mu = 0.42716 x 10 6

ϕ 0.8= 533947 N.mm


= 1.4 = 1.4 = 0.005fy 300

mm²

ρmin


14⋅π⋅φ2⋅b

As


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

533947= 0.12638

1000 x 4225

ρ = 0.085 x 0.00497= 0.0004 <



As = ρ.b.d= 0.005 x 1000 x 65= 303


s = = 0.25 x 3.14 x 100 x 1000303

= 258.79 mm ~ 200 mm


s < 3h = 200 < 300 ( OK )!!!

s < 5h = 200 < 500 ( OK )!!!

β1

ρb

ρmax ρb

b .d²

ρmin

mm²

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )

14⋅π⋅φ2⋅b

As


= 20% x= 20% x 350= 70


s = = 0.25 x 3.14 x 64 x 100070.00

= 717.71 mm ~ 250 mm


s < 3h = 250 < 300 ( OK )!!!

s < 5h = 250 < 500 ( OK )!!!

As susut As pokok

14⋅π⋅φ2⋅b

As




= 397 kg/m²





= 283 kg/m²




DL1




DL2



• Perencanaan Pelat Atap

• Pelat Type B

150 ly

20/40

15/30

lx150

ly=

150= 1 ~ 1.0

lx 150

1

2

A B C E FD

1.5000

22

2.0000

1.5000 1.5000

2.0000

1.5000 1.5000 2.0000 1.5000


A

B

B


Nilai momen yang bekerja pada pelat lantai ditentukan dengan Tabel Koefisien Momen PBI-1971.Plat Type A Terjepit Elastis Penuh


Mtx = -0.001 x q x x x= -0.001 x 499.6 x 2.25 x 36= -40.47 kg/m = -0.405 kN/m





= 10 mm





Mn = Mu = 0.40468 x 10 6

ϕ 0.8= 505845 N.mm

lx²

lx²

lx²

lx²




= 1.4 = 1.4 = 0.005fy 300


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

505845= 0.08993

1000 x 5625

ρ = 0.085 x 0.00353= 0.0003 <


ρmin

β1

ρb

ρmax ρb

b .d²

ρmin

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )


As = ρ.b.d= 0.005 x 1000 x 75= 350


s = = 0.25 x 3.14 x 100 x 1000350

= 224.29 mm ~ 200 mm



s < 3h = 200 < 300 ( OK )!!!

s < 5h = 200 < 500 ( OK )!!!





Mn = Mu = 0.40468 x 10 6

ϕ 0.8= 505845 N.mm


= 1.4 = 1.4 = 0.005fy 300

mm²

ρmin


14⋅π⋅φ2⋅b

As


=0.85 x 0.85 x 30

x600

300 600 + 300= 0.07225 x 0.66667= 0.04817

= 0.75 x= 0.75 x 0.04817= 0.03613

m = fy = 300 =11.76

0.85 . f'c 0.85 x 30


Rn = Mn=

505845= 0.11973

1000 x 4225

ρ = 0.085 x 0.00471= 0.0004 <



As = ρ.b.d= 0.005 x 1000 x 65= 303


s = = 0.25 x 3.14 x 100 x 1000303

= 258.79 mm ~ 200 mm


s < 3h = 200 < 300 ( OK )!!!

s < 5h = 200 < 500 ( OK )!!!

β1

ρb

ρmax ρb

b .d²

ρmin

mm²

fyfy

fcb 600

600'85.0 1

ρ= 1m (1−√1−2 x m x Rn

fy )

14⋅π⋅φ2⋅b

As


= 20% x= 20% x 350= 70


s = = 0.25 x 3.14 x 64 x 100070.00

= 717.71 mm ~ 250 mm


s < 3h = 250 < 300 ( OK )!!!

s < 5h = 250 < 500 ( OK )!!!

As susut As pokok

14⋅π⋅φ2⋅b

As

• Perhitungan Penyebaran Beban dan Tinggi Ekivalen

Gambar Penyebaran Beban

Lantai 1

3.5000

1.5000

3.5000

3.5000

Plat LantaiTangga

1

2

3

A B C D

22

3.0000 2.0000 3.0000

A

A

A

A

B BB B

A

A

B B

F

C

C

C

D D

D D

C

E

E

F

Lantai 2

Bangun A

Lx = 3.001/3 x Lx

= 1/3 x 3.00= 1.00

Bangun C = K

Lx = 2.001/3 x Lx

= 1/3 x 2.00= 0.67

Perhitungan Tinggi Ekivalen (heki)

heki =

heki =

Ly

Lx

heki

Lx

2.0000

1.5000 1.5000

2.0000

1.5000 1.5000 2.0000 1.5000


1

2

A B C E FD

1.5000

22

H

G G G G

GGGG

K

H H HH HH H

III I

IIII

JJ J J J J J JM

K

LL

MNN

Ly

Bangun G = I

Ly= 1.501/3 x Lx

= 1/3 x 1.50= 0.50

Bangun F = J = N

Ly = 1.501/3 x Lx

= 1/3 x 1.50= 0.50

Bangun L

Ly = 2.001/3 x Lx

= 1/3 x 2.00= 0.67

Bangun B

Lx= 1.5Ly= 3.5

heki= 1/2Lx x ( Ly 2 - 1/3 x Lx 3 )

Ly 2

1/21.500 x ( 3.50 2 - 1/3 x 1.500 3 ) = 0.6813.500 2

heki =

heki =

heki =

LX

Ly

heki

Ly

Lx

heki

Ly

Lx

Bangun D

Lx= 1Ly= 3.5

heki= 1/2Lx x ( Ly 2 - 1/3 x Lx 3 )

Ly 2

1/21.000 x ( 3.50 2 - 1/3 x 1.000 3 ) = 0.4863.500 2

Bangun H

Lx= 0.75Ly= 2

heki= 1/2Lx x ( Ly 2 - 1/3 x Lx 3 )

Ly 2

1/20.750 x ( 2.00 2 - 1/3 x 0.750 3 ) = 0.3622.00 2

Bangun E

Lx= 3Ly= 0.75

heki= 1/2Ly x ( Lx 2 - 1/3 x Ly 3 )

Lx 2

1/20.750 x ( 3.00 2 - 1/3 x 0.750 3 ) = 0.3693.00 2

LX

Ly

heki

Bangun M

Lx= 2Ly= 0.75

heki= 1/2Ly x ( Lx 2 - 1/3 x Ly 3 )

Lx 2

1/20.750 x ( 2.00 2 - 1/3 x 0.750 3 ) = 0.3622.00 2

Tinggi Ekivalen Pada Portal

Bangun Type

A 1.000 SegitigaB 0.681 TrapesiumC 0.667 SegitigaD 0.486 TrapesiumE 0.369 TrapesiumF 0.500 SegitigaG 0.500 SegitigaH 0.362 TrapesiumI 0.500 SegitigaJ 0.500 SegitigaK 0.667 SegitigaL 0.667 SegitigaM 0.362 TrapesiumN 0.500 Segitiga

heki

Panjang Lx Lx = 4.000 mPanjang Bentang Ly Ly = 4.500 mTinggi Antar Lantai H = 4.000 mtebal pelat atap = 0.120 mtebal pelat atap = 0.100 mDimensi Balok arah x :Tinggi Balok bentang arah x hx = (1/10) x Lx hx = 0.40 mLebar Balok bentang arah x bx = (1/2) x hx bx = 0.20 mDimensi Balok arah y :Tinggi Balok Bentang arah y hy = (1/10) x Ly hy = 0.45 ~ 0.40 mLebar Balok Bentang arah y by = (1/2) x hy by = 0.23 ~ 0.20 mDimensi Kolom :

Minimal Sama Dengan Lebar Balok hk = 0.400 mMinimal Sama Dengan Lebar Balok bk = 0.400 m


Berat Sendiri Pelat tebal 12 cm = 0.120 x 2400 = 0.288 ton/m²Berat Adukan tebal 2 cm per m² = 2 x 21 = 0.042 ton/m²Berat Keramik per m² = 1 x 24 = 0.024 ton/m²Berat Mekanikal Elektrikal per m² = 1 x 25 = 0.025 ton/m²Berat Plafond + Penggantung per m² = 11 + 7 = 0.018 ton/m²

= 0.397 ton/m²

Beban Hidup Gedung Pertemuan = 0.400 ton/m²

Beban Kombinasi Pada Lantai = 1.12 ton/m²


Berat Sendiri Pelat tebal 10 cm = 0.100 x 2400 = 0.240 ton/m²Berat Mekanikal Elektrikal per m² = 1 x 25 = 0.025 ton/m²Berat Plafond + Penggantung per m² = 11 + 7 = 0.018 ton/m²

= 0.283 ton/m²

Beban Hidup Air Hujan = 0.100 Kg/m²


• Penentuan Dimensi Penampang Struktur

hpelat

hatap


DL1




DL2



• Perhitungan Beban Merata (Q) dan Beban Terpusat (P)

Perhitungan Beban Merata Pada Pelat Lantai

Perhitungan Beban Merata Bentang A - B atau Q1

- Berat Trapesium E = 0.37 x 1.116 x 1 = 0.412- Berat Segitiga A = 1.00 x 1.116 x 1 = 1.116- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192- Berat Dinding = 0.250 x 4.000 x 1 = 1.000

Q1 = 2.721

Perhitungan Beban Merata Bentang B - C atau Q2

- Berat Segitiga C = 0.667 x 1.116 x 2 x 1 = 1.489- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192- Berat Dinding = 0.250 x 4.000 x 1 = 1.000

Q2 = 2.681

Perhitungan Beban Merata Bentang C - D atau Q3

- Berat Segitiga A = 1.00 x 1.116 x 1 = 1.116- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192- Berat Dinding = 0.250 x 4.000 x 1 = 1.000

Q3 = 2.308

Perhitungan Beban Merata Pada Pelat Atap

Perhitungan Beban Merata Bentang A - C atau Q4

- Berat Segitiga G = 0.50 x 0.500 x 2 x 1 = 0.500- Berat Segitiga I = 0.50 x 0.500 x 2 x 1 = 0.500- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192

Q4 = 1.191

Perhitungan Beban Merata Bentang C - D atau Q5

- Berat Trapesium M = 0.36 x 0.500 x 1 = 0.181- Berat Segitiga K 0.67 x 0.500 x 1 = 0.333- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192

Q5 = 0.706

Perhitungan Beban Merata Bentang D - F atau Q6

- Berat Segitiga G = 0.50 x 0.500 x 2 x 1 = 0.500- Berat Segitiga I = 0.50 x 0.500 x 2 x 1 = 0.500- Berat Sendiri Balok = 0.20 x 0.400 x 2.400 x 1 = 0.192

Q6 = 1.191

ton/m¹ton/m¹ton/m¹ton/m¹ton/m¹

ton/m¹ton/m¹ton/m¹ton/m¹





Perhitungan Beban Terpusat Pada Pelat Lantai

Perhitungan Beban Terpusat Bentang A - A atau P1

- Berat Segitiga F = 0.500 x 1.116 x 0.5 = 0.279 ton- Berat Trapesium B = 0.681 x 1.116 x 0.5 = 0.380 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton- Berat Dinding = 0.250 x 4.000 x 1.750 = 1.750 ton- Berat Sendiri Kolom = 0.400 x 0.400 x 2.400 x 4.000 = 1.536 ton

P1 = 4.281 ton

Perhitungan Beban Terpusat Bentang B - B atau P2

- Berat Segitiga F = 0.500 x 1.116 x 0.5 = 0.279 ton- Berat Trapesium B = 0.681 x 1.116 x 0.5 = 0.380 ton- Berat Trapesium D = 0.486 x 1.116 x 1 = 0.543 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton- Berat Dinding = 0.250 x 4.000 x 1.750 = 1.750 ton- Berat Sendiri Kolom = 0.400 x 0.400 x 2.400 x 4.000 = 1.536 ton

P2 = 4.824 ton

Perhitungan Beban Terpusat Bentang C- C atau P3

- Berat Trapesium B = 0.681 x 1.116 x 1 = 0.760 ton- Berat Trapesium D 0.486 x 1.116 x 1 = 0.543 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton- Berat Dinding = 0.250 x 4.000 x 1.750 = 1.750 ton- Berat Sendiri Kolom = 0.400 x 0.400 x 2.400 x 4.000 = 1.536 ton

P3 = 4.926 ton

Perhitungan Beban Terpusat Bentang D- D atau P4

- Berat Trapesium B = 0.681 x 1.116 x 1 = 0.760 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton- Berat Dinding = 0.250 x 4.000 x 1.750 = 1.750 ton- Berat Sendiri Kolom = 0.400 x 0.400 x 2.400 x 4.000 = 1.536 ton

P4 = 4.382 ton

Perhitungan Beban Terpusat Pada Pelat Atap`

Perhitungan Beban Terpusat Bentang A - A atau P5

- Berat Segitiga J = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Trapesium H = 0.362 x 0.500 x 0.5 = 0.090 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P5 = 0.551 tonPerhitungan Beban Terpusat Bentang B - B atau P6

- Berat Segitiga J = 0.500 x 0.500 x 1 = 0.250 ton- Berat Trapesium H = 0.362 x 0.500 x 1 = 0.181 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P6 = 0.767 tonPerhitungan Beban Terpusat Bentang C - C atau P7

- Berat Segitiga J = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Segitiga N = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Trapesium H 0.362 x 0.500 x 0.5 = 0.090 ton- Berat Segetiga L 0.667 x 0.500 x 0.5 = 0.167 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P7 = 0.843 ton

Perhitungan Beban Terpusat Bentang D - D atau P8

- Berat Segitiga J = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Segitiga N = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Trapesium H 0.362 x 0.500 x 0.5 = 0.090 ton- Berat Segetiga L 0.667 x 0.500 x 0.5 = 0.167 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P8 = 0.843 ton

Perhitungan Beban Terpusat Bentang E - E atau P9

- Berat Trapesium H = 0.500 x 0.500 x 1 = 0.250 ton- Berat Segetiga L = 0.362 x 0.500 x 1 = 0.181 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P9 = 0.767 ton

Perhitungan Beban Terpusat Bentang F - F atau P10

- Berat Segitiga J = 0.500 x 0.500 x 0.5 = 0.125 ton- Berat Trapesium H = 0.362 x 0.500 x 0.5 = 0.090 ton- Berat Sendiri Balok = 0.200 x 0.400 x 2.400 x 1.750 = 0.336 ton

P10 = 0.551 ton

Gambar Pembebanan Pada PortalA B C D

Q1 = 2.637 ton/mQ2 = 2.597 ton/m

Q3 = 2.224 ton/m

Q4 =1.107 ton/m Q5 =0.622 ton/mQ6 = 1.107 ton/m

P1 = 4.281 ton P2 = 4.824 ton P3 = 4.926 ton P4 = 4.382 ton

P5 =0.551 tonP6 =0.767 ton

P7 =0.843 ton P8 =0.843 tonP9 =0.767 ton

P10 =0.551 ton

BTN Brtu Febri

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