x= cos 30 = tan 30 = No.

1 0.866 0.577

2.309401 3.059401 4.589102

Batang Batang A (m) Batang B (m) Batang V (m) Batang D (m) 1 1.155 1.155 0.750 1.662 2 1.155 1.155 0.750 1.662 3 1.155 1.155 0.750 1.662 4 1.155 1.155 0.750 1.662 5 1.155 1.155 0.750 1.662 6 1.155 1.155 0.750 1.662 7 1.155 1.155 0.750 1.662 8 1.155 1.155 0.750 1.662 9 0.750 Total 9.238 9.238 6.750 13.295

z1 z2 z3 z4 z5 z6 z7 z8 z9 z10 z11 z12

0 3.5 7 7.577 7.75 8.155 8.327 8.732 8.905 9.309 9.482 10.059

BEBAN MATI Beban Atap Produk = Atap = Lebar = Panjang = Tebal = 2 Berat/m = Jarak gording = Jarak kuda2 = Titik Buhul 10 11 12 13 14 15 16 17 18 BEBAN TOTAL Titik Buhul 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 B. Mati (kg) B. Hidup (kg) B. Pekerja (kg) 6.075 8.869 8.869 8.869 6.609 8.869 8.869 8.869 6.075 41.076 56.592 56.592 56.592 58.852 56.592 56.592 56.592 41.076 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 100 100 100 100 100 100 100 100 100 X 0 0 0 0 0 0 0 0 0 -5.774 -11.547 -11.547 -11.547 -11.547 -11.547 -11.547 -11.547 -5.774 B. Angin (kg) Y 0 0 0 0 0 0 0 0 0 -10.000 -20.000 -20.000 -20.000 -20.000 -20.000 -20.000 -20.000 -10.000 miring 0 0 0 0 0 0 0 0 0 -11.547 -23.094 -23.094 -23.094 -23.094 -23.094 -23.094 -23.094 -11.547 Hujan (kg) 0 0 0 0 0 0 0 0 0 36.950 73.901 73.901 73.901 73.901 73.901 73.901 73.901 36.950 Union Deck Spandek 680 9400 0.4 4.53 mm mm mm 2 kg/m (max lenght 12000 mm)

Berat sendiri kuda-kuda baja Profil = Mutu Baja = Double angle 37 Mpa

Batang Atas & Batang Bawah 2L 40x40x4 Berat per unit = 4.84 kg/m Batang Diagonal & Batang Vertikal 2L 30x30x3 Berat per unit = Titik Buhul 1 2 3 4 5 6 7 8 9 2.72 kg/m Berat (kg) 6.075 8.869 8.869 8.869 6.609 8.869 8.869 8.869 6.075 Titik Buhul 10 11 12 13 14 15 16 17 18

1.155 m 4m Berat (kg) 10.462 20.923 20.923 20.923 20.923 20.923 20.923 20.923 10.462

KOMBINASI PEMBEBANAN Kombinasi yang digunakan: 1,4D Titik Buhul Beban (kg) 1 8.504 2 12.416 3 12.416 4 12.416 5 9.252 6 12.416 7 12.416 8 12.416 9 8.504 1,2D+1,6La+0,8W Titik Buhul Beban (kg) 1 7.289 2 10.643 3 10.643 4 10.643 5 7.931 6 10.643 7 10.643 8 10.643 9 7.289

Berat akibat gording Profil = Mutu Baja = d= bf = tw = tf = A= w= Berat (kg) 3.814 8.869 8.869 8.869 11.129 8.869 8.869 8.869 3.814 Berat Gording = U Channel 37 Mpa mm mm mm mm 2 17.11 cm 13.4 kg/m 26.8 kg 125 65 6 8

Beban akibat air hujan Beban Air Hujan = Titik Buhul 10 11 12 13 14 15 16 17 18 16 kg/m Berat (kg) 36.950 73.901 73.901 73.901 73.901 73.901 73.901 73.901 36.9502

Beban akibat pekerja

Titik Buhul 10 11 12 13 14 15 16 17 18

Berat (kg) 100 100 100 100 100 100 100 100 100

Titik Buhul Beban (kg) 10 57.506 11 79.229 12 79.229 13 79.229 14 82.393 15 79.229 16 79.229 17 79.229 18 57.506

1,2D+1,6L+0,5La Titik Buhul Beban (kg) Titik Buhul 1 7.289 10 2 10.643 11 3 10.643 12 4 10.643 13 5 7.931 14 6 10.643 15 7 10.643 16 8 10.643 17 9 7.289 18 1,2D+1,3W+0,5La Titik Buhul Beban (kg) Titik Buhul 1 7.289 10 2 10.643 11 3 10.643 12 4 10.643 13 5 7.931 14 6 10.643 15 7 10.643 16 8 10.643 17 9 7.289 18

Beban (kg) 99.291 117.911 117.911 117.911 120.623 117.911 117.911 117.911 99.291

Titik Buhul Beban (kg) 10 201.291 11 211.911 12 211.911 13 211.911 14 214.623 15 211.911 16 211.911 17 211.911 18 201.291

Beban (kg) 86.291 91.911 91.911 91.911 94.623 91.911 91.911 91.911 86.291

BEBAN ANGIN Angin Kiri Angin tekan Koefisien = Tekanan angin minimum = Titik Buhul 10 11 12 13 14 sin 30 = cos 30 = Titik Buhul 10 11 12 13 14 0.2 2 25 kg/m Berat (kg) 11.547 23.094 23.094 23.094 11.547 0.500 0.866 Berat x y 5.774 10.000 11.547 20.000 11.547 20.000 11.547 20.000 5.774 10.000 Angin hisap Koefisien = Tekanan angin minimum = Titik Buhul 14 15 16 17 18 -0.4 2 25 kg/m Berat (kg) -23.094 -46.188 -46.188 -46.188 -23.094

Angin Kanan Angin tekan Koefisien = Tekanan angin minimum = Titik Buhul 14 15 16 17 18

Titik Buhul 14 15 16 17 18

Berat x -11.547 -23.094 -23.094 -23.094 -11.547 y -20.000 -40.000 -40.000 -40.000 -20.000

Titik Buhul 14 15 16 17 18

0.2 25 kg/m Berat (kg) 11.547 23.094 23.094 23.094 11.5472

Angin hisap Koefisien = Tekanan angin minimum = Titik Buhul 10 11 12 13 14

-0.4 2 25 kg/m Berat (kg) -23.094 -46.188 -46.188 -46.188 -23.094

Berat x 5.774 11.547 11.547 11.547 5.774 y 10.000 20.000 20.000 20.000 10.000

Titik Buhul 10 11 12 13 14

Berat x -11.547 -23.094 -23.094 -23.094 -11.547 y -20.000 -40.000 -40.000 -40.000 -20.000

1.3.1 Perencanaan Profil C untuk Gording Dengan ukuran : C

d= bf = tw = tf = A=

125 mm 65 mm 6 mm 8 mm 2 17.11 cm

w= Cy = Ix = Iy = ix =

13.4 kg/m 1.94 cm 4 425 cm 4 65.5 cm 4.99 cm

iy = Zx = Zy = =

1.96 cm 3 68 cm3 14.4 cm 30

Jarak kuda-kuda = 4

m

Mutu Baja = BJ 37 fu = 3700 kg/cm2 = fy = 2400 kg/cm2 =1.3.2 Perencanaan Pembebanan 1.3.2.1 Perhitungan Beban Beban Mati

370 240

Mpa Mpa

Berat Gording Berat Spandex

= = = 0.1 w 4.53 x x x 18.631qD

13.45.231 18.631 1.863 20.494

kg/mkg/m kg/m kg/m kg/m

l 1.155 Berat Total

alat Pengikat dll 10 % =

= = = =

Beban Hidup

Beban Terbagi Rata = (40 - 0.8 E) =qL = jarak gording horisontal x q Beban Hidup Terpusat, PL Beban Angin

40 = 1.000

x

24 q 16.00

= = = =

16 1616 100

kg/m2 kg/m2 kg/m kg

Tekanan Angin Angin Tekan Angin Hisap q = jrk gording horisontal x angin hisap =

1.000

x

10.00 20.494

= = = = +5

25 5 1010

kg/m2 kg/m2 kg/m2 kg/m >

(menentukan = q)

Beban Mati + Beban Hidup > dari Beban Angin Hisap : Beban Angin Hisap tidak perlu diperhitungkan1.3.2.2 Perhitungan Momen Akibat Beban thp Sbx dan Sby Beban Mati MXD = 1/8 (qD x cosE) L2 = 0.125 x( 20.494 2 MYD = 1/8(qDxsinExL/3) = 0.125 x( 20.494 Beban Hidup Terbagi Rata MXLD = 1/8 (qL x cosE) L2 = MYL = 1/8(qLxsinExL/3)2 = Beban Hidup Terpusat MXL = 1/4 (qL x cosE) L = MYL = 1/4(qL x sinE)(L/3) = Beban Angin Terbagi Rata

16kg/m

10

==>

qw =

x x

0.866 0.5

x x

16 1.78

)= )=

35.496 kgm 2.277 kgm

0.125 0.125

x( x(

16 16

x x

0.866 0.5

x x

16 1.78

)= )=

27.713 kgm 1.778 kgm

0.25 0.25

x( x(

100 100

x x

0.866 0.5

x x

4 1.33

)= )=

86.603 kgm 16.667 kgm

MXW = 1/8 x qw x L2

=

0.125

x

5

x

16

=

10

kgm

1.3.3.3 Besar Momen Berfaktor ( Mu = 1.2 MD + 1.6 ML + 0.8 MW ) * Mu Beban Mati ,Beban Angin dan Beban Hidup Terbagi Rata Sumbu X Sumbu Y

MD = ML = Mw = MUX = MUY =

35.496 27.713 10 1.2 1.2

kgm kgm kgm x x 35.496 2.2771

MD = ML =

2.277 1.778

kgm kgm

+ +

1.6 1.6

x x

27.713 1.778

+ +

0.8 0.8

x x

10 0

= =

94.936 kgm 5.577 kgm

* Mu Beban Mati, Beban Angin dan Beban Hidup Terpusat Sumbu X Sumbu Y

MD = ML = Mw = MUX =

35.496 86.603 10 1.2

kgm kgm kgm x 35.496

MD = ML =

2.277 16.667

kgm kgm

+

1.6

x

86.603

+

0.8

x

10

=

189.160 kgm

MUY =

1.2

x

2.2771

+

1.6

x

16.667

+

0.8

x

0

=

29.399 kgm

1.3.3 Kontrol Kekuatan Profil 1.3.3.1 Penampang Profil

Untuk Sayap b tf 65 8 8.13OK

250 fy 250 240 16.14

Untuk Badan h tw 125 6 20.8OK

665 fy 665 240 42.9

Penampang Profil Kompak, maka Mnx = Mpx1.3.3.2 Kontrol Lateral Buckling

Jarak Baut Pengikat / pengaku lateral = LB = LP = = 1.76 1.76 Ternyata : x x iY 1.96 LB x x < 68 E fy 200000 240 LP x maka : 2400

500

mm

=

50

cm

= Mnx =

99.58 = 1632

cm Mpx Kgm

Mnx = Mpx = Zx . Fy = Mny = Zy ( satu sayap ) * fy = 1/4 x tf x bf2 x fy = 0.25 x 0.8 = 202.8 kgm1.3.3.3 Persamaan Iterasi

x

6.5 2

x

2400

=

20280

kgcm

MuxJb . Mnx

+

MuyJb . Mny

1

Beban Mati , Beban Angin dan Beban Hidup Terbagi Rata

0.9 0.065

94.936 x +

1632 0.031 0.095

+

0.9 1 1

5.577 x 202.8OK

1

Beban Mati , Beban Angin dan Beban Hidup Terpusat

0.9 0.116

189.160 x +

1632 0.161 0.277

+

0.9 1 1

29.399 x 202.8OK

1

1.3.3.4 Kontrol Lendutan Profil

Lendutan Ijin f =

L 180

=

400 180

=

2.222 cm

Lendutan Akibat Beban Merata (1) 5 qD + L fx = x 384 E = 0.124 cm fy = = 5 x 384 0.006 cm qD + L E

cos E x

L4 Ix

=

5

x 384

0.365 x

x

0.866 2000000

x x

400 425

4

sin E x

(L/3)4 Iy

=

5

x 384

0.365 x

x

0.5 2000000

x x

133.333 65.5

4

Lendutan Akibat Beban Terpusat (2) 1 P fx = x 48 E = 0.136 cm 1 P fy = x 48 E = 0.019 cm

cos E x sin E x

L3 Ix L3 Iy

=

1

x 48 x 48

100 x 100 x

x

0.866 2000000 0.5 2000000

x x x x

400 425 133.333 65.5

3

=

1

x

3

Lendutan Akibat Beban Angin merata (3) cos E 5 qW fx = x 384 E x = 0.017 cm

L4 Ix

=

5

x 384

0.05 x

x

0.866 2000000

x x

400 425

4

fy = =

5 x 384 0.001 cm

qW E

sin E x

(L/3)4 Iy

=

5

x 384

0.05 x

x

0.5 2000000

x x

133.333 65.5

4

Lendutan total yang terjadi ftot = = ( ftot = fx2 + fy2 0.124 0.278 cm = (fx1 + fx2 + fx3)2 + (fy1 + fy2 + fy3)2 0.136 + 0.017 ) 2 + ( 0.006

+

+

0.019

+

0.001

)2

e< fijin = 2.222 cmOK

cos 30 = sin 30 = tan 30 = R1v = R9v = No 1 2 3 4 5 6 7 8 9

0.866 0.500 0.577 987.517 987.517 A 0.000 -1199.251 -2055.858 -2569.823 -2569.823 -2055.858 -1199.251 0.000 B 1199.251 2055.858 2569.823 2741.145 2741.145 2569.823 2055.858 1199.251

2= sin 2 = cos 2 = 0,75 + tan 30 =

53.01 0.799 0.602 1.327

D2* D2* D2* D2*

0.602 0.799 0.481 0.481

+ + + +

B2* B2* B2* B2* B2*

0.866 0.500 0.692 0.301 0.391 B2 0.866 0.500 0.692 0.301 0.391 B3 0.866 0.500 0.692 0.301 0.391 B4

= = = = = = = = = = = = = = = = = =

1038.582 43.242 829.517 26.020 803.497 2055.858 1780.426 694.099 1422.030 417.658 1004.371 2569.823 2225.532 1173.635 1777.537 706.207 1071.330 2741.145

*0,799 *0,602 -

D1* D1* D1* D1*

0.602 0.799 0.481 0.481

V -201.291 567.026 344.472 121.919 2749.075 121.919 344.472 567.026 -201.291

D -1726.002 -1232.859 -739.715 -246.572 -246.572 -739.715 -1232.859 -1726.002

D3* D3* D3* D3*

0.602 0.799 0.481 0.481

+ + + +

B3* B3* B3* B3* B3*

*0,799 *0,602 -

D4* D4* D4* D4*

0.602 0.799 0.481 0.481

+ + + +

B4* B4* B4* B4* B4*

*0,799 *0,602 -

+ + + +

B1* B1* B1* B1* B1*

0.866 0.500 0.692 0.301 0.391 B1

= = = = = =

0 -778.936 0 -468.707 468.707 1199.251

*0,799 *0,602 -

Batang Atas (tekan) Profil : Double Angle BJ 37 fy = fu = b= t= T= r1 = r2 = Ag = w= Ix = Iy = ix = iy = Sx = Sy =

40.40 240 Mpa 370 Mpa 40 mm 4 mm 9 mm 6 mm 3 mm 2 616 mm 4.84 kg/m 8.96 cm 4 24.14 cm 1.21 cm 1.98 cm 3.11 cm 3 5.43 cm3 4

Kondisi Tumpuan Jepit-jepit BATANG A arah sumbu kuat (sumbu x): = (k.Lx)/ix xx

k=

0.65

Batang Diag Profil : BJ 37

= = = cx 1,2

62.029 ( x/ )*((fy/E)^0,5) 0.684x x

cx cx

0,25

= =

1,43/(1,6-0,67* c) 1.252

Nn Nn Nu trbsr Nu /( c*Nn)

= = = =

Ag*(fy/ x) 118038.25 N -2569.823 0.256 1 OK!!!!! = 11803.825 kg

Periksa kelangsingan penampang b/t 200/ fy 10 12.910 b/t r OK!!!!!

arah sumbu lemah (sumbu y): (k.Ly)/iy = yy

Periksa kela b/t 10 b/t

= = = cx 1,2y y

37.907 ( y/ )*((fy/E)^0,5) 0.418 = =y)

cy cy

0,25

1,43/(1,6-0,67* cy) 1.083

Nn Nn Nu trbsr Nu /( c*Nn) Batang Bawah (batang tarik) BATANG B Periksa syarat kelangsingan b. Tarik L/imin = = 95.430 Kondisi Leleh Tn = Tn Tu trbsr Tn 13305.6 = =

= = = =

Ag*(fy/

136462.69 N -2569.823 0.222

=

13646.269 kg

1

OK!!!!!

Batang vert

BATANG Ve Periksa syar 240 OK!!!

*fy*Ag 133056 N 2741.145 Tu 2741.145 OK!!!!! 13305.6 kg

Kondisi Lele Tn Tn Tu trbsr Tn 7473.6

Double Angle fy = fu = b= t= T= r1 = r2 = Ag = w= Ix = Iy = ix = iy = Sx = Sy =

30.30 240 Mpa 370 Mpa 30 mm 3 mm 9 mm 4 mm 2 mm 2 346 mm 2.72 kg/m 2.84 cm 4 8.6 cm 0.91 cm 1.58 cm 1.31 cm 3 2.49 cm3 4

Kondisi Tumpuan Jepit-jepit BATANG D arah sumbu kuat (sumbu x): = (k.Lx)/ix xx

k=

0.65

BATANG V1 & V9 arah sumbu kuat (sumbu = x 118.706x

= = =

118.70601

= = = cx 1,2

cx cx

( x/ )*((fy/E)^0,5) 1.309x x

cx cx

cx >1,2

= =

1,25*( c^2) 2.142

0,25

Nn Nn Nu trbsr Nu /( c*Nn)

= = = =

Ag*(fy/ x) 38774.88 N -1726.0022 0.524 1 OK!!!!! = 3877.488 kg

Nn Nn Nu trbsr Nu /( c*Nn)

= = = =

200/ fy 12.910 r OK!!!!!

arah sumbu lemah (sumbu y): (k.Ly)/iy = yy

arah sumbu lemah (sumb = yy

= = = cx 1,2y y

68.369 ( y/ )*((fy/E)^0,5) 0.754 = =y)

= = = cx 1,2

cy cy

cy cy

0,25

1,43/(1,6-0,67* cy) 1.306

0,25

Nn Nn Nu trbsr Nu /( c*Nn)

= = = =

Ag*(fy/

Nn = 6358.109 kg Nn Nu trbsr 1 OK!!!!! Nu /( c*Nn)

= = = =

63581.092 N -1726.0022 0.319

= =

L/imin 82.418

240 OK!!!

= = =

*fy*Ag 74736 N 2749.075 Tu 2749.075 OK!!!!! 7473.6 kg

(k.Lx)/ix 53.571 ( x/ )*((fy/E)^0,5) 0.591x x

= =

1,43/(1,6-0,67* c) 1.187

Ag*(fy/ x) 69929.24 N -201.291 0.034 1 OK!!!!! = 6992.924 kg

(k.Ly)/iy 30.854 ( y/ )*((fy/E)^0,5) 0.340y y

= =y)

1,43/(1,6-0,67* cy) 1.042

Ag*(fy/

79675.046 N -201.29115 0.030

=

7967.505 kg

1

OK!!!!!

Pre - Eliminary Design3 Perencanaan Bondex dan Balok AnakBeban Hidup Beban Finishing Beban Berguna : : : 400 Kg/m2 0 Kg/m2 400 Kg/m3

3.1 Data - Data perencanaan

Berat Beton Kering : 2400 kg/m3 Panjang Bentang Beban Bondex yang Dipikul Oleh Balok Anak Panjang Balok Anak : 4 m

:

4

m

3.2 Perencanaan Pelat Lantai Bondex 3.2.1 Data Perencanaan

Berat Sendiri BetonBerat Sendiri Bondex Berat Spesi per cm Tebal Berat Tegel 3.2.2 Perencanaan Pembebanan Beban Mati

= = = =

2400 0 0 0

kg/m3 kg/m2 kg/m2 kg/m2

Berat Beton Berat Bondex Berat Spesi 2 Cm Berat Tegel 2 CmBeban Hidup

= = =

2400 0 0

* * *

0.12 2 2 qD

= = = = = = = =

288 0 0 0 288

Kg/m2 Kg/m2 Kg/m2 Kg/m2 Kg/m2

Beban Hidup Lantai gudang Beban Finishing qL

400 Kg/m2 0 Kg/m2 400 Kg/m2

3.2.3 Perencanaan Tebal Lantai Beton dan Tulangan Negatif 3.2.3.1 Perencanaan Tebal Lantai

qL =

400

kg/m2 500 kg/m2 400 cm 400 cm

Beban Berguna yang Dipakai = Jarak Antar Balok = Jarak Kuda - Kuda =

Dari Tabel Brosur ( Bentang Menerus dengan Tulangan Negatif ),didapat : t = 12 mm A = 3.57 cm2/m3.2.3.2 Perencanaan Tulangan Negatif

Direncanakan Tulangan Dengan = As =

10 mm 0.785 mm2 A As = = = cm 3.57 0.785 4.547771 Buah 5 Buah

Banyaknya Tulangan Yang diperlukan Tiap 1 m =

Jarak Tulangan Tarik = Pasang Tulangan Tarik 10 - 200

200

3.3 Perencanaan Dimensi Balok Anak 3.3.1 Perencanaan Pembebanan Beban Mati ( D )

Bondex Plat Beton Tegel + Spesi

= = =

4 4 4 qD

0 0.12 0

2400

= = = =

0 1152 0 1152

kg/m kg/m kg/m kg/m

Beban Hidup ( L )

qL

=

4

400

=

1600 kg/m

3.3.3 Perhitungan qU , Mu Max dan Du Max

qU = 1.2 qD + 1.6 qL qU =

1.2 =

1152 0.125

1.6 3942.4

1600 16

= =

3942.4

Kg/m

1 Mu max ! qu l 2 8

7884.8 Kgm

1 Mu max ! qu l 2 8 Du max ! 1 qu l 2= 0.5 3942.4 4 = 7884.8 Kg

3.3.4 Perhitungan Ix Profil Yang Diperlukan

Y=

L 360

=

400 360

=

1.111111

Ix "Ix

5 (qD qL ) * l 4 EY 384> 5 384 ( 11.52 16 ) 2100000 1.111111 2.56E+10

Ix

>

3931.429

cm4

3.3.5 Perencanaan Profil WF untuk Balok Anak

250 A= W= a= bf = iy = Mutu Baja = fu = fy = 92.18 72.4 250 250 6.29

x cm2 kg/m mm mm cm

250 tf = Ix = Iy = tw = ix =

x 14 10800 3650 9 10.8 mm cm4 cm4 mm cm

9

x Zx = Zy = h= r=

14 867 292 190 16 cm3 cm3 mm mm

BJ 37 3700 kg/cm2 2400 kg/cm2

3.3.6 Perencanaan Pembebanan + Beban Profil Beban Mati ( D )

Bondex Plat Beton Tegel + Spesi Berat Profil

= = = =

4 4 4 qD

0 0.12 0

2400

= = = = =

0 1152 0 72.4 1224.4

kg/m kg/m kg/m kg/m kg/m

Beban Hidup ( L )

qL

=

4

400

=

1600

3.3.7 Perhitungan qU , Mu Max dan Du Max ( Berat Profil Dimasukkan )

qU = 1.2 qD + 1.6 qL qU =

1.2 =

1224.4 0.125

1.6 4029.28

1600 16

= =

4029.28 Kg/m 8058.56 Kgm

1 Mu max ! qu l 2 8 Du max ! 1 qu l 2

=

0.5

4029.28

4

=

8058.56 Kg

3.3.8 Kontrol Lendutan Balok

Y=

L 360

=

400 360

=

1.111111

5 (qD qL) * l 4 Y max ! EIx 384= 5 384 0.415 Lb 867

maka *

Mnx = Mpx 2400 =

Mnx = Mpx = Zx. Fy = Mny = Zy ( 1 flen ) * fy = (1 / 4 * tf * bf 2) * fy = 0.25 x 1.4 x = 5250 kgm 0.9 Mp = 0.9 0.9 Mp 18727.2 * > >OK

20808 Kgm

625

x

2400

=

525000 kgcm

20808 Mu 8058.56

=

18727.2 kgm

3.3.9.3 Kontrol Kuat Rencana Geser

h 1 0 10 e tw fy190 9 21.11111 < 1100 15.49193 71.00469

< Plastis

Vn = 0.6 fy Aw = 0.6 2400 = 32400 Kg Vu 8058.56 8058.56 < < 5 384 ( 11.52 16 ) 2100000 1.111111 2.56E+10

Ix

>

3931.429

cm4

3.3.5 Perencanaan Profil WF untuk Balok Anak

200 A= W= a= bf = iy = Mutu Baja = fu = fy = 63.53 49.9 200 200 5.02

x cm2 kg/m mm mm cm

200 tf = Ix = Iy = tw = ix =

x 12 4720 1600 8 8.62 mm cm4 cm4 mm cm

8

x Zx = Zy = h= r=

12 472 160 150 13 cm3 cm3 mm mm

BJ 37 3700 kg/cm2 2400 kg/cm2

3.3.6 Perencanaan Pembebanan + Beban Profil Beban Mati ( D )

Bondex Plat Beton Tegel + Spesi Berat Profil

= = = =

4 4 4 qD

0 0.12 90

2400

= = = = =

0 1152 360 49.9 1561.9

kg/m kg/m kg/m kg/m kg/m

Beban Hidup ( L )

qL

=

4

400

=

1600

3.3.7 Perhitungan qU , Mu Max dan Du Max ( Berat Profil Dimasukkan )

qU = 1.2 qD + 1.6 qL qU =

1.2 =

1561.9 0.041667

1.6 4434.28

1600 16

= =

4434.28 Kg/m 2956.187 Kgm

1 Mu max ! qu l 2 8 Du max ! 1 qu l 2

=

0.5

4434.28

4

=

8868.56 Kg

3.3.8 Kontrol Lendutan Balok

Y=

L 360

=

400 360

=

1.111111

5 (qD qL) * l 4 Y max ! EIx 384= 5 384 1.063324 Lb 472

maka *

Mnx = Mpx 2400 =

Mnx = Mpx = Zx. Fy = Mny = Zy ( 1 flen ) * fy = (1 / 4 * tf * bf 2) * fy = 0.25 x 1.2 x = 2880 kgm 0.9 Mp = 0.9 0.9 Mp 10195.2 * > >OK

11328 Kgm

400

x

2400

=

288000 kgcm

11328 Mu 2956.187

=

10195.2 kgm

3.3.9.3 Kontrol Kuat Rencana Geser

h 1 0 10 e tw fy150 8 18.75 < 1100 15.49193 71.00469

< Plastis

Vn = 0.6 fy Aw = 0.6 2400 = 23040 Kg Vu 8868.56 8868.56