Tugas Perencanaan Baja

cos 19 = 0.946 a = 1.5 m H = 8 m Jarak Portal (λ) = 6 m Mutu Baut = 360 Mpasin 19 = 0.326 L = 31 m h = 6.000 m Mutu Profil = 240 Mpa Mutu Las = 360 Mpa

Gaya angin = 70

= 1.5 / cos α = 1.586 m= 15.5 / cos α = 16.393 m

Asumsikan jarak gording = 1.800 m

==> n = ( 1.586 + 16.393 ) / 1.800 = 10.0 ≈ 10 buah

Asumsikan berat sendiri atap = 3.60

Dimensi GordingA. Dimensi Gording Variasi Tanpa Ada Track Stang

1. Muatan Tetap• Berat sendiri atap = 1.8 × 3.60 = 6.480 kg/m

• Berat sendiri gording = q = q kg/m +

q total = ( 6.480 + q ) kg/m

== ( 6.480 + q ) × cos 19 × 6.0 2 / 8= ( 27.5713 + 4.2548 q ) kg m

== ( 6.480 + q ) × sin 19 × 6.0 2 / 8= ( 9.4936 + 1.4651 q ) kg m

BAB IDIMENSIONING GORDING

kg/cm2

z1

z2

Maka banyak gording untuk bentang z1 + z2

kg/m2

MX1 q total × cos α × L2 / 8

MY1 q total × sin α × L2 / 8q cos

q sin

q

Sb.Y

Sb.X

h

H

a L a

z1

z2

z1

z2

2. Muatan Angin2a. Angin Datang

= 70Koefisien = -0.02 × α × 0.4 = -0.02 × 19 × 0.4 = -0.152

= Koefisien × Jarak Gording ×= -0.152 × 1.8 × 70= -19.152 kg/m

== -19.152 × 6.0 2 / 8= -86.1840 kg m

= 0

2b. Angin Pergi= 70

Koefisien = -0.4= Koefisien × Jarak Gording ×= -0.400 × 1.8 × 70= -50.400 kg/m

== -50.400 × 6.0 2 / 8= -226.8000 kg m

= 0

3. Muatan Tak Terduga

= P × cos α × λ / 4= 100 × cos 19 × 6.0 / 4= 141.828 kg m

= P × sin α × λ / 4= 100 × sin 19 × 6.0 / 4= 48.8352 kg m

Kombinasi Momen• Akibat Muatan 1 + Muatan 2a (Angin Datang)

= ( 27.5713 + 4.2548 q ) + ( -86.1840 ) = ( -58.6127 + 4.2548 q ) kg m= ( 9.4936 + 1.4651 q ) + ( 0 ) = ( 9.4936 + 1.4651 q ) kg m

• Akibat Muatan 1 + Muatan 2b (Angin Pergi)= ( 27.5713 + 4.2548 q ) + ( -226.800 ) = ( -199.229 + 4.2548 q ) kg m= ( 9.4936 + 1.4651 q ) + ( 0 ) = ( 9.4936 + 1.4651 q ) kg m

• Akibat Muatan 1 + Muatan 3 (Muatan Tak Terduga)= ( 27.5713 + 4.2548 q ) + ( 141.828 ) = ( 169.399 + 4.2548 q ) kg m= ( 9.4936 + 1.4651 q ) + ( 48.8352 ) = ( 58.3288 + 1.4651 q ) kg m

Maka momen maksimum yang menentukan : = ( 169.399 + 4.2548 q ) kg m= ( 58.3288 + 1.4651 q ) kg m

Dicoba profil Channel Lips C 150×75×20×4.5Data: q = 11 kg/m Ix = 489 ix = 5.92 cm

Wx = 65.2 Iy = 99.2 iy = 2.664757 cm

Wy = 19.84 F = 13.97 E = 2100000q total = ( 6.480 + ### ) = 17.480 kg/m

qa kg/cm2

qa datang qa

MX2a qa datang × L2 / 8

MY2a

qa kg/cm2

qa datang qa

MX2b qa datang × L2 / 8

MY2b

MX3

MY3

MX Total

MY Total

MX Total

MY Total

MX Total

MY Total

MX Total

MY Total

cm4

cm3 cm4

cm3 cm2 kg/cm2

q datang

Sb.Y

Sb.X

P = 100 kgSb.Y

Sb.X

P cos

P sin

P

q pergi

Sb.Y

Sb.X

Kontrol Tegangan

= + ≤

=( 16939.9 + 425.48 × 11.0 )

+( 5832.88 + 146.51 × 11.0 )

≤ 160065.2 19.84

706.8224 ≤ 1600 ….. OK

Kontrol Lendutan

=5

+1

384 E × Ix 48 E × Ix

=5 0.175 × cos 19 × 600 4

+1 100 × cos 19 × 600 3

384 2100000 × 489 48 2100000 × 489= 0.686 cm

=5

+1

384 E × Iy 48 E × Iy

=5 0.175 × cos 19 × 600 4

+1 100 × cos 19 × 600 3

384 2100000 × 99.2 48 2100000 × 99.2= 1.164 cm

F = + = 0.686 2 + 1.164 2 = 1.351 cm

=L

=600

= 3.333 cm180 180

F < ….. OK

B. Dimensi Gording Variasi Dengan Track StangDirencanakan gading-gading kap memiliki 3 medan ekonomis

2.00 m

2.00 m

2.00 m

1. Muatan Tetapq total = ( 6.480 + q ) kg/m

== ( 6.480 + q ) × cos 19 × 6.0 2 / 8= ( 27.5713 + 4.2548 q ) kg m

=

= ( 6.480 + q ) × sin 19 × ( 6.0 / 3 / 8= ( 1.0548 + 0.1628 q ) kg m

2. Muatan Angin2a. Angin Datang

= -86.1840 kg m= 0 kg m

2b. Angin Pergi= -226.8000 kg m= 0 kg m

3. Muatan Tak Terduga== 100 × cos 19 × 6.0 / 4= 141.828 kg m

== 100 × sin 19 × ( 6.0 / 3 ) / 4= 16.2784 kg m

σTerjadiMX MY σprofilWX WX

kg/cm2

kg/cm2 kg/cm2

FXqTotal × cos α × L4 P × cos α × L3

FYqTotal × cos α × L4 P × cos α × L3

FX2 FY

2

Fizin

Fizin

MX1 q total × cos α × LX2 / 8

MY1 q total × sin α × LY2 / 8

)2

MX2a

MY2a

MX2b

MY2b

MX3 P × cos α × λX / 4

MY3 P × sin α × λY / 4

Track Stang

Ly

Lx

Gading Kap

Gading Kap

Sb.Y

Sb.X

Kombinasi Momen• Akibat Muatan 1 + Muatan 2a (Angin Datang)

= ( 27.5713 + 4.2548 q ) + ( -86.1840 ) = ( -58.6127 + 4.2548 q ) kg m= ( 1.0548 + 0.1628 q ) + ( 0 ) = ( 1.0548 + 0.1628 q ) kg m

• Akibat Muatan 1 + Muatan 2b (Angin Pergi)= ( 27.5713 + 4.2548 q ) + ( -226.800 ) = ( -199.229 + 4.2548 q ) kg m= ( 1.0548 + 0.1628 q ) + ( 0 ) = ( 1.0548 + 0.1628 q ) kg m

• Akibat Muatan 1 + Muatan 3 (Muatan Tak Terduga)= ( 27.5713 + 4.2548 q ) + ( 141.828 ) = ( 169.399 + 4.2548 q ) kg m= ( 1.0548 + 0.1628 q ) + ( 16.2784 ) = ( 17.3332 + 0.1628 q ) kg m

Maka momen maksimum yang menentukan : = ( 169.399 + 4.2548 q ) kg m= ( 17.3332 + 0.1628 q ) kg m

Dicoba profil Channel Lips C 125×50×20×2.3Data: q = 4.51 kg/m Ix = 137 ix = 4.88 cm

Wx = 21.92 Iy = 20.6 iy = 1.89 cm

Wy = 6.22 F = 5.747 E = 2100000q total = ( 6.480 + 4.510 ) = 10.990 kg/m

Kontrol Tegangan

= + ≤

=( 16939.9 + 425.48 × 4.5 )

+( 1733.32 + 16.28 × 4.5 )

≤ 160021.92 6.22

1150.821 ≤ 1600 ….. OK

Kontrol Lendutan

=5

+1

384 E × Ix 48 E × Ix

=5 0.110 × cos 19 × 600 4

+1 100 × cos 19 × 600 3

384 2100000 × 137 48 2100000 × 137= 2.088 cm

=5

+1

384 E × Iy 48 E × Iy

=5 0.110 × cos 19 × ( 600 / 3

+1 100 × cos 19 × ( 600 / 3

384 2100000 × 20.6 48 2100000 × 20.6= 0.143 cm

F = + = 2.088 2 + 0.143 2 = 2.093 cm

=L

=600

= 3.333 cm180 180

F < ….. OK

Kesimpulan : Profil gording yang di pakai adalah Channel Lips C 125×50×20×2.3

h = 125 mmb = 50 mmd = 20 mmt = 2.3 mmF = 5.747q = 4.51 kg/mWx = 21.92

Wy = 6.22

Ix = 137

Iy = 20.6

Jumlah profil Channel Lips C yang diperlukan : n = ( Jumlah Lapangan Gording ) + 1 = 10 + 1 = 11 buah 9.989

MX Total

MY Total

MX Total

MY Total

MX Total

MY Total

MX Total

MY Total

cm4

cm3 cm4

cm3 cm2 kg/cm2

σTerjadiMX MY σprofilWX WX

kg/cm2

kg/cm2 kg/cm2

FXqTotal × cos α × LX

4 P × cos α × LX3

FYqTotal × cos α × LY

4 P × cos α × LY3

)4 )3

FX2 FY

2

Fizin

Fizin

cm2

cm3

cm3

cm4

cm4

h

Cx

X

Y

b

Cy

d

t

2 m

2 m

2 m

a = ### mb = ### mBerat sendiri atap = ###Jarak batang tarik = 2 mBerat sendiri gording (q) = 5 kg/mBeban tak terduga = ### kg

Beban yang bekerjaA. Tipe 1 = Atap = 2.00 × 1.78 × 3.60 × sin 19 = 4.171 kg

Gording = 2.00 × 4.51 × sin 19 = 2.937 kgBeban Tak Terduga = 100 × sin 19 = 32.557 kg +

= 39.665 kg

A. Tipe 2 = Atap = 2.00 × 1.8 × 3.60 × sin 19 = 4.219 kgGording = 2.00 × 4.51 × sin 19 = 2.937 kgBeban Tak Terduga = 100 × sin 19 = 32.557 kg +

= 39.713 kg

Beban yang dipikul oleh track stang := + 9 = 397.080 kg

Dibutuhkan : ≤

≤ 1600A

≤ 1600

d ≥1600π/4

d ≥397.080

1600 × π / 4d ≥ 0.562 cm

Ambil : d = 6 mm

BAB IIDIMENSI BATANG TARIK (TRACK STANG)

kg/m2

N1

N2

NTotal N1 N2

σTerjadi σprofil

NTotal kg/cm2

NTotalkg/cm2

πd2/4

NTotal

aaaaaab

A. Gelagar MelintangKoefisien kejut :

L diambil = 31 - 0.5 = 30.5 m

Menurut pedoman perencanaan untuk rumah dan gedung, koefisien kejut untuk beban yang membebani struktur :υ =

Dimana : v = Kecepatan angkat maksimum = 1.0 m/s= Koefisien kekakuan struktur keran induk = 0.6= Koefisien sifat mesin angkat dari keran angkat = 1.0

Maka : υ = 1 + (0.6) (1.0) (1.0) ≥ 1.15υ = 1.6

I. Merencanakan profil dasar= 5000 kg= = 1.6 × 5000 = 8000 kg

=8000

×30.5

= 61000 kg m = 6100000 kg cm2 2

= =6100000

= 3812.501600

Coba profil WF 700×300×15×28

Data : q = 215 kg/m = 6695

h = 708 mm = 854

b = 302 mm = 237000

= 15 mm = 12900

= 28 mm A = 273.6

8000+

1× 215 × 30.5 = 7278.750 kg

2 2

= 7278.75 ×30.5

-1

× 215 × ( 30.5 ) 2= 86000.469 kg m = 8600046.875 kg cm

2 2 2

= =8600046.875

= 1284.5 ≤ = 1600 ….. OK6695

BAB IIIDIMENSI GELAGAR MELINTANG

( 1 + K1 × K2 × v )

K1

K2

PTotal

PTotal υ × Pcrane

Mmax

WmaxMmax

cm3

σprofil

WX cm3

WY cm3

IX cm4

tw IY cm4

tf cm2

RVA =

Mmax

σTerjadiMmax

kg/cm2 σprofil kg/cm2

WX

Gelagar Melintang

P

Gelagar Memanjang

Crane

b

htw

tf

Kontrol Kips

=L × h

=30500 × 708

= 2553.69> , maka

= ×302 × 28

=0.63 E

=0.63 × 2100000

= 826.875 =2553.69

× 0.701600 826.88

250 < < , maka= ( 1 - 0.3 × ) = 3458.966

= 1600 ( 1 - 0.3 ×2303.69 )576.875

= -316.83 < = 1284.5 ….. TIDAK OK

Jadi diperlukan pelat tepiII. Penambahan Pelat ( 5 × 287 )

287 = 2 × ( 0.5 × 28.7 × 0.00785= 0.225295 kg/cm= 22.5295 kg/m

5=

28.7 × 0.5 3+ 0.5 × 28.7 × 35.65

228 12

= 18238.0368= 2 × 18238.0368

= 36476.0737

= 36476.0737 + 237000

= 273476.074

708 718 = =2 × 273476.074

= 7617.717971.8

7278.75 +22.5295 × 30.5

= 7622.325 kg2

=7622.325 × 30.5

-215 + 22.5295

× 30.52

2 8= 88620.2271719 kg m

28 = 8862022.71719 kg cm5

= =8862022.717

= 1163.347617.718

< = 1600 ….. OK302

Kontrol Kipsh

=718

= 47.86667 < 75 ….. OK15

L≥

1.25 b===>

30500≥

1.25 × 302h 718 33

42.479 ≥ 11.43939 ….. OK

=L × h

=30500 × 718

= 2214.033( 302 × 28 ) + ( 287 × 5 )

=0.63 E

=0.63 × 2100000

= 826.8751600

> , maka= ×

250 < < , maka=

=826.875

× 0.70 × 1600 = 16002214.03

= 418.2865 < = 1163.34 ….. TIDAK OK = -34.2116

C1C1 C2

σkipsC2

0.70 σprofilb × tf C1

C2 σprofil

C1 C2σkips σprofil

C1 - 250 kg/cm2

C2 - 250

kg/cm2 σTerjadi kg/cm2

mm2

qbs pelat 1 kg/cm3 )

IX Pelat 1

cm4

IX 2 Pelat

cm4

IX Total

cm4

WX Total2 IX Total

cm3

hTotal

RVA =

Mmax

σTerjadiMmax

kg/cm2

WX

σTerjadi σprofil kg/cm2

tw

tf

C1 b × tf

C2 σprofil

C1 C2σkips

C20.70 σprofil


C1


Penambahan Pelat ( 5 × 267 )

267 = 2 × ( 0.5 × 26.7 × 0.00785= 0.209595 kg/cm= 20.9595 kg/m

5=

26.7 × 0.5 3+ 0.5 × 26.7 × 36.15

25 12

28 = 17446.3585

= 2 × 17446.3585

= 34892.7170

= 34892.7170 + 273476.074

= 308368.791

708 728 = =2 × 308368.791

= 8471.670172.8

7622.32 +20.9595 × 30.5

= 7941.957 kg2

=7941.957 × 30.5

-237.53 + 20.96

× 30.52

2 8= 91057.4240313 kg m

28 = 9105742.40313 kg cm5

= =9105742.403

= 1074.855 8471.670

< = 1600 ….. OK302

Kontrol Kipsh

=728

= 48.53333 < 75 ….. OK15

L≥

1.25 b===>

30500≥

1.25 × 302h 728 38

41.896 ≥ 9.934211 ….. OK

=L × h

=30500 × 728

= 1977.908( 302 × 28 ) + ( 287 × 5 ) + ( 267 × 5 )

=0.63 E

=0.63 × 2100000

= 826.8751600

> , maka= ×

250 < < , maka

=826.875

× 0.70 × 16001977.908

= 468.2219 < = 1074.85 ….. TIDAK OK

mm2


IX Pelat 2

cm4

IX 2 Pelat

cm4

IX Total

cm4

WX Total2 IX Total

cm3

hTotal

RVA =

Mmax

σTerjadiMmax

kg/cm2

WX


tw

tf

C1 b × tf

C2 σprofil

C1 C2σkips

C20.70 σprofil

C1 C2σkips

C1



247 = 2 × ( 0.5 × 24.7 × 0.00785= 0.193895 kg/cm

5 = 19.3895 kg/m5

=24.7 × 0.5 3

+ 0.5 × 24.7 × 36.42

5 1228 = 16363.5133

= 2 × 16363.5133

= 32727.0266

= 32727.0266 + 308368.791

= 341095.817

708 733 = =2 × 341095.817

= 9306.843673.3

7941.96 +19.3895 × 30.5

= 8237.647 kg2

=8237.647 × 30.5

-258.49 + 19.39

× 30.52

2 8= 93312.0593281 kg m

28 = 9331205.93281 kg cm5

= =9331205.933

= 1002.625 9306.844

5 < = 1600 ….. OK302

Kontrol Kipsh

=733

= 48.86667 < 75 ….. OK15

L≥

1.25 b===>

30500≥

1.25 × 302h 733 43

41.610 ≥ 8.77907 ….. OK

=L × h

=30500 × 733

= 1991.493( 302 × 28 ) + ( 287 × 5 ) + ( 267 × 5 ) + ( 247 × 5 )

=0.63 E

=0.63 × 2100000

= 826.8751600

> , maka= ×

=826.875

× 0.70 × 16001991.493

= 465.028 < = 1002.62 ….. TIDAK OK

Kontrol Lendutan= 215 + 22.5295 + 20.960 + 19.389 = 277.879 kg/m

=8000 × 3050 3

+5 × 277.879 × 3050 4

= 10.973 cm48 × ( 2100000 ) × ( 341095.817 ) 384 × ( 2100000 ) × ( 341095.817 ) × 100

=30500

= 122.000 mm 12.200 cm ≥ 10.973 cm ….. OK250

mm2


IX Pelat 2

cm4

IX 2 Pelat

cm4

IX Total

cm4

WX Total2 IX Total

cm3

hTotal

RVA =

Mmax

σTerjadiMmax

kg/cm2

WX


tw

tf

C1 b × tf

C2 σprofil

C1 C2σkips

C20.70 σprofil

C1


qTotal

Ymax

Yizin

III. Pemutusan Pelat• Pelat 3

P = 8000 kg

=( 30.5 - x )

x = x -1

30.5 30.5

= 215 + 22.529 + 20.960 + 19.389 = 277.879 kg/m

= 8000 ( x -1 ) +

30.5 ( x -1 ) × 277.879

30.5 2 30.5

= 8000 x -8000

+ 4237.65 x -4237.65

30.5 30.5

= 12237.647 x -12237.647

30.5= 12237.647 x - 401.234

× ≥1600 × 8471.6701 ≥ ( 12237.647 x - 401.234 ) × 100

0 ≤ 401.234 - 12237.647 x + 135546.721x ≤ ∞

Jadi yang menentukan adalah kips dan lendutan :× ≥

468.22 × 8471.6701 ≥ ( 12237.647 x - 401.234 ) × 100

0 ≤ 401.234 - 12237.647 x + 39666.213x ≤ 3.68704040501905 Ambil x = 3.00 m

• Pelat 2

P = 8000 kg

=( 30.5 - x )

x = x -1

30.5 30.5

=27.50

x30.5

=3.00

x30.5

= 215 + 22.529 + 20.960 = 258.489 kg/m= 19.389 kg

Y1 x2

qTotal

Mx x2 x2

x2 x2

x2

x2

σprofil WX Mx

x2

x2

σkips WX Mx

x2

x2

Y1 x2

Y2

Y3

qTotal

qPelat 3

x

Y1

x

P

Y1Y2

Y3

= 8000 ( x -1 ) +

30.5 ( x -1 ) × 258.489 +

24.5 ( 27.50 + 3.00x ) × 19.389

30.5 2 30.5 2 30.5

= 8000 x -8000

+ 3941.96 x -3941.96

+ 237.521 x30.5 30.5

= 12179.479 x -11941.957

30.5= 12179.479 x - 391.540


418.29 × 7617.7179 ≥ ( 12179.479 x - 391.540 ) × 100

0 ≤ 391.540 - 12179.479 x + 31863.882x ≤ 2.883484 m ==> Ambil x = 2.50 m

• Pelat 1

P = 8000 kg

=( 30.5 - x )

x = x -1

30.5 30.5

=28.00

x30.5

=27.50

x30.5

=3.00

x30.5

=2.50

x30.5

= 215 + 22.529 = 237.529 kg/m= 19.389 kg= 20.960 kg

= 8000 ( x -1 ) +

30.5 ( x -1 ) × 237.529 +

25.5 ( 28.00 + 2.50x ) × 20.960

30.5 2 30.5 2 30.524.5 ( 27.50 + 3.00

x ) × 19.3892 30.5

= 8000 x -8000

+ 3622.32 x -3622.32

+ 267.234 x + 237.521 x30.5 30.5

= 12127.080 x -11622.325

30.5= 12127.080 x - 381.060


-316.83 × 6695.0000 ≥ ( 12127.080 x - 381.060 ) × 100

0 ≤ 381.060 - 12127.080 x + -21211.739x ≤ -1.6623 m ==> Ambil x = 1.50 m

Mx x2 x2

x2 x2

x2

x2

σkips WX Mx

x2

x2

Y1 x2

Y2

Y3

Y4

Y5

qTotal 2

qPelat 3

qPelat 2

Mx x2 x2

x2 x2

x2

x2

σkips WX Mx

x2

x2

xP

Y1Y2

Y3

Y4Y5

30.5 m

27.5 m

25.5 m

24.5 m

1.50 m

2.50 m

3.00 m

27.50 m

28.00 m

29.00 m

8000 ( 30.5 - x ) +215 × 30.5

+22.529 × 27.5

+20.960 × 25.5

+19.389 × 24.5

30.5 2 2 2 2

= 8000 ( 30.5 - x ) + 4093.285630.5

Untuk x = 1.50 m=

= { 8000 ( 30.5 - 1.50 ) + 4093.2856 } × 1.50 -215 × 1.50 2

30.5 2= 17307.8895031 kg m= 1730788.95031 kg cm

= =1730788.95031

= 258.520≤ = 1600 ….. OK

6695 ≤ = -316.83 ….. TIDAK OK

Untuk x = 2.50 m= - 1.50

= { 8000 ( 30.5 - 2.50 ) + 4093.2856 } × 2.50 -215 × 2.50 2

-22.5295 × 1.00 2

30.5 2 2= 27910.7300502 kg m= 2791073.00502 kg cm

= =2791073.00502

= 366.392≤ = 1600 ….. OK

7617.7179 ≤ = 418.2865 ….. OK

RVA =

Mx RVA × X - qprofil × X2 / 2

σTerjadiMX

kg/cm2σprofil kg/cm2

WX σkips kg/cm2

Mx RVA × X - qprofil × X2 / 2 - qpelat1 ( X )2 / 2

σTerjadiMX


WX σkips kg/cm2

Untuk x = 3.00 m= - 1.50 - 2.50

= { 8000 ( 30.5 - 3.00 ) + 4093.2856 } × 3.00 -215 × 3.00 2

-22.5295 × 1.50 2

30.5 2 2

-20.9595 × 0.50 2

2= 32923.7355123 kg m= 3292373.55123 kg cm

= =3292373.55123

= 388.633≤ = 1600 ….. OK

8471.6701 ≤ = 468.2219 ….. OK

IV. Kontrol Lendutan• Akibat Berat Sendiri + Pelat

= 4093.2856 kg• Untuk x = 1.50 m

= 4093.2856 × 1.50 - 215 × 1.50 2= 5898.053437 kg m

• Untuk x = 2.50 m= 4093.2856 × 2.50 - 215 × 2.50 2 - 22.5295 × ( 2.50 - 1.50 2= 9550.074312 kg m

• Untuk x = 3.00 m= 4093.2856 × 3.00 - 215 × 3.00 2 - 22.5295 × ( 3.00 - 1.50 2

- 20.9595 × ( 3.00 - 2.50 2= 11284.39125 kg m

• Untuk x = 15.25 m= 4093.2856 × 15.25 - 215 × 15.25 2 - 22.5295 × ( 15.25 - 1.50 2

- 20.9595 × ( 15.25 - 2.50 2 - 19.3895 × ( 15.25 - 3.00 2= 32133.96245 kg m

1.50

2.50

3.00

= 2 / 3 × 1.50 ×= 2 / 3 × 1.50 × 5898.053437= 5898.053437

= ( 2.50 - 1.50 ) ×= ( 2.50 - 1.50 ) × 5898.053437= 5898.053437

= 2 / 3 × ( 2.50 - 1.50 ) × ( - )= 2 / 3 × ( 2.50 - 1.50 ) × ( 9550.074312 - 5898.053437 )= 2434.681

Mx RVA × X - qprofil × X2 / 2 - qpelat1 ( X )2 / 2 - qpelat2 ( X )2 / 2

σTerjadiMX


WX σkips kg/cm2

RVA

M12 /

M22 / )2/

M32 / )2/

)2/

M42 / )2/

)2/ )2/

L1 M1

kg m2

L2 M1

kg m2

L3 M2 M1

kg m2

1 2

34

5

6

7

X1

X2

X3

X4

X5

X6

X7

L1 L2L3 L4L5 L6 L7

L

X

= ( 3.00 - 2.50 ) ×= ( 3.00 - 2.50 ) × 9550.074312= 4775.037156

= 2 / 3 × ( 3.00 - 2.50 ) × ( - )= 2 / 3 × ( 3.00 - 2.50 ) × ( 11284.39125 - 9550.074312 )= 578.106

= ( 15.25 - 3.00 ) ×= ( 15.25 - 3.00 ) × 11284.39125= 138233.793

= 2 / 3 × ( 15.25 - 3.00 ) × ( - )= 2 / 3 × ( 15.25 - 3.00 ) × ( 32133.96245 - 11284.39125 )= 170271.498

ΣL = + + + + + += 5898.053437 + 5898.053437 + 2434.681 + 4775.037156 + 578.106 + 138233.793 + 170271.498= 19583.930

= 5 / 8 × 1.50 = 0.93750 m= 1.50 + ( 2.50 - 1.50 ) / 2 = 2.00000 m= 1.50 + 5 / 8 × ( 2.50 - 1.50 ) = 2.12500 m= 2.50 + ( 3.00 - 2.50 ) / 2 = 2.7500 m= 2.50 + 5 / 8 × ( 3.00 - 2.50 ) = 2.8125 m= 3.00 + ( 15.25 - 3.00 ) / 2 = 9.1250 m= 3.00 + 5 / 8 × ( 15.25 - 3.00 ) = 10.6563 m= × + × + × + × + × + × + ×

ΣL= 158.9617 m

Lendutan :• Untuk x = 1.50 m

M = 19583.930 × 1.50 - 5898.053437 × ( 1.50 - )= 19583.930 × 1.50 - 5898.053437 × ( 1.50 - 0.93750 )= 26058.24

y =26058.24 × 10 6

+8000 × 1.50 2 × ( 30.5 - 1.50 × 10 6

2100000 × 237000 3 × 30.5 × 2100000 × 237000= 0.3848 cm < 12.200 cm ….. OK

• Untuk x = 2.50 mM = 19583.930 × 2.50 - 5898.053437 × ( 2.50 - ) - 5898.053437 × ( 2.50 - ) - 2434.681 × ( 2.50 -

= 19583.930 × 2.50 - 5898.053437 × ( 2.50 - 0.93750 ) - 5898.053437 × ( 2.50 - 2.00000 )- 2434.681 × ( 2.50 - 2.12500 )

= 35882.09

y =35882.09 × 10 6

+8000 × 2.50 2 × ( 30.5 - 2.50 × 10 6

2100000 × 273476.074 3 × 30.5 × 2100000 × 273476.074= 0.8085 cm < 12.200 cm ….. OK

• Untuk x = 3.00 mM = 19583.930 × 3.00 - 5898.053437 × ( 3.00 - ) - 5898.053437 × ( 3.00 - ) - 2434.681 × ( 3.00 -

- 4775.037156 × ( 3.00 - ) - 578.106 × ( 3.00 -= 19583.930 × 3.00 - 5898.053437 × ( 3.00 - 0.93750 ) - 5898.053437 × ( 3.00 - 2.00000 )

- 2434.681 × ( 3.00 - 2.12500 ) - 4775.037156 × ( 3.00 - 2.7500 )- 578.106 × ( 3.00 - 2.8125 )

= 37256.50

y =37256.50 × 10 6

+8000 × 3.00 2 × ( 30.5 - 3.00 × 10 6

2100000 × 308368.791 3 × 30.5 × 2100000 × 308368.791= 0.9765 cm < 12.200 cm ….. OK

L4 M2

kg m2

L5 M3 M2

kg m2

L6 M3

kg m2

L7 M4 M3

kg m2

L1 L2 L3 L4 L5 L6 L7

kg m2

X1

X2

X3

X4

X5

X6

X7

XΣ L1 X1 L2 X2 L3 X3 L4 X4 L5 X5 L6 X6 L7 X7

X1

kg m3

)2

X1 X2 X3 )

kg m3

)2

X1 X2 X3 )X4 X5 )

kg m3

)2

• Untuk x = 15.25 mM = 19583.930 × 15.25 - 19583.930 × ( 15.25 - )

= 19583.930 × 15.25 - 19583.930 × ( 15.25 - 158.9617 )= 3113095.51

y =3113095.51 × 10 6

+8000 × 30.5 10 6

2100000 × 341095.817 48 × 2100000 × 341095.817= 10.9477 cm < 12.200 cm ….. OK

V. Kontrol Lintang== 4093.2856 + 8000= 12093.2856 kg

Sx = b × × ( h - ) + × ( h- ) 1

2 2 2

= 30.2 × 2.8 × ( 70.8 - 2.8 ) + 1.5 × ( 70.8- 2.8 ) 1

2 2 2= 3672.11

= =12093.2856 × 3672.11

= 124.917 ≤ = 928 ….. OK1.5 × 237000

VI. Sambungan30.5 m27.5 m25.5 m24.5 m

9.25 m 12 m 9.25 m

1.50 m2.50 m

3.00 m

Mutu las = 2400

a. Sambungan Profil Dasar1. Sayap (Flens)

= 4093.2856 kg

= 4093.2856 + ( 30.5 - 9.25 ) 8000 = 9667.0561 kg30.5

M = 9667.0561 × 9.25 - 215 × 9.25 2 - 22.5295 × ( 9.25 - 1.5

- 20.9595 × ( 9.25 - 2.50 - 19.3895 × ( 9.25 - 3.00= 78689.527 kg m= 7868952.7 kg cm

=7868952.7

= 845.50189306.8436

XΣ

kg m3

3 ×

Dmax RVA (x=0)

tftf tw tf

2 ×

2 ×

cm3

τterjadiDmax SX

kg/cm2 0.58 σprofil kg/cm2

tw IX

kg/cm2

RVA akibat berat sendiri + pelat

RA

2 / )2 / 2

)2 / 2 )2 / 2

σTerjadi kg/cm2

Lebar flens = 30.2 cmTebal flens = 2.8 cmLebar pelat atas = 28.7 cmTebal pelat atas = 0.5 cmLebar pelat bawah = 28.7 cm

≤b × ≤ 0.5 × 28.7 + 28.7 × × 2

30.2 × 2.8 ≤ 14.35 + 57.4

84.560 ≤ 14.35 + 57.4

≥ 70.210 / 57.4≥ 1.223171 cm

Ambil tebal pelat bawah = 5 mm

Sambungan Las

=340.0

×369

369 =340.0

× 845.5018340.0

369= 779.0531

= ×= 779.0531 × 2.8 × 30.2= 65876.73135 kg

• Las 1α = 45 ˚

c =1

= 0.707( + 3

= Lebar pelat = 28.7 + 2 × 28.7 = 86.1 cmAmbil tebal las : = 0.2 cm

= 2400 × 0.707 × 0.2 × 86.1 × 0.707= 20664 kg

• Las 2= = ( 65876.73135 - 20664 ) / 2 = 22606.366 kg

α = 0 ˚

c =1

= 0.577( + 3

Ambil tebal las : = 0.5 cm=

22606.366 = 2400 × 0.707 × 0.5 × × 0.577= 46.145 cm

= + 3a = 46.145 + 3 × 0.707 × 0.5 = 47.206 cm= 30 cm

Kesimpulan :Untuk sambungan flens digunakan pelat : 2 / ( 60 × 28.7 × 0.5 )

4 / ( 60 × 28.7 × 0.5 )

Aflens Apelat

tf tp

tp

tp

tp

tp

σf σTerjadi

kg/cm2

Pflens σf Af

sin2α cos2α )0.5

L1

tlas

Plas = σlas × Ageser × c

P2 ( P - P1 ) / 2

sin2α cos2α )0.5

tlas

P2 σlas × Ageser × cL2

L2

L2 perlu L2

Ambil L2

cm3

cm3

Terjadi

f

2

1

2

P2P2

P1

L2

L2

L1

2. Badan (Web)

369 =326.0

×326

369

=326.0

× 845.5018369

= 746.9745

5 mm≤

1.5 × 65.2 12 ≤ 2 × 0.5 × 12

≥ 415751.712

≥ 74.6 cm ( tetapi harus lebih kecil dari 65.2 cm )= 20 cm

= 2 × 0.5 × 20 3 / 12 = 666.6666667

Garis pengaruh D= 8000 kg

3.00 m0.696721

2.50 m

1.50 m

9.25= 0.303279

30.5

9.25 m 21.25 m

=1.50

× 0.303279 = 0.04918 =3.00

× 0.696721 = 0.098369.25 21.25

=2.50

× 0.303279 = 0.08197 =2.50

× 0.696721 = 0.081979.25 21.25

=3.00

× 0.303279 = 0.09836 =1.50

× 0.696721 = 0.049189.25 21.25

= 8000 × 0.696721 + 215 × 21.25 × 0.696721 / 2+ 22.529 × ( 21.25 - 1.50 ) × ( 0.696721 + ) / 2+ 20.960 × ( 21.25 - 2.50 ) × ( 0.696721 + ) / 2+ 19.389 × ( 21.25 - 3.00 ) × ( 0.696721 + ) / 2- 19.389 × ( 9.25 - 3.00 ) × ( 0.303279 + ) / 2- 20.960 × ( 9.25 - 2.50 ) × ( 0.303279 + ) / 2- 20.960 × ( 9.25 - 1.50 ) × ( 0.303279 + ) / 2

= 7544.759 kg

= ×= 746.9745 × 66.67= 49798.30 kg cm= 497.9830 kg m

σw σTerjadi

kg/cm2

Ambil tebal pelat penyambung badan tp =IX badan IX pelat

3 / hp3 /

hp3

hp

Ambil tinggi pelat penyambung badan hp

Maka Ix pelat cm4

Y1 Y4

Y2 Y5

Y3 Y6

Dmaks

Y6

Y5

Y4

Y3

Y2

Y1

Mpelat σw Wx pelat

Terjadi

w

y1 y2 y3

y4

y5 y6

x

20 cm

60 cm 60 cmLas dianggap 1 satuan

X =60 × 30 + 60 × 30

= 25.71429 cm20 + 60 + 60

= { 1 × 60 12 + ( 60 × 1 ) × ( 60 - 25.71429 } × 2

+ { 20 × 1 12 + ( 20 × 1 ) × ( 25.71429 }

= 190287.381

= { 60 × 1 12 + ( 60 × 1 ) × ( 10 } × 2 + { 1 × 20 12 }

= 12676.667

+ = 190287.381 + 12676.667 = 202964.048

= × ( 60 - 25.71429 ) / 2 = 7544.759 × 17.1429 = 129338.717 kg cm = 1293.38717 kg m= M + = 49798.297 + 129338.717 = 179137.014 kg cm = 1791.37014 kg m

=× ( 60 - 25.71429 )

=179137.01444 × 34.28571

= 30.26073202964.048

=× ( 20 / 2 )

=179137.01444 × 10

= 8.82605202964.048

=D / 2

=7544.759 / 2

= 26.9455760 + 60 + 20

2 + ( + = 8.82605 2 + ( 30.26073 + 26.94557

= 57.88315 ≤ = 1440

a = =57.88315

= 0.040197 cm1440

a=

0.040197= 0.056847 cm ≤ 0.5 cm ….. OK

0.707 0.707Ambil tebal las : t = 0.5 mmUntuk sambungan web digunakan pelat : 2 / ( 120 × 20 × 5 )

b. Sambungan Pelat

=357

× =367

×369 369

=357

× 845.5018 =367

× 845.5018356.5 361.5 366.5 369 369 369

= 816.8601 = 839.7734

=362

×369

=362

× 845.5018369

= 828.3168

Tebal las seluruhnya diambil t = 2 mm= × = 816.8601 × 0.5 × 28.7 = 11721.942 kg= × = 828.3168 × 0.5 × 26.7 = 11058.029 kg= × = 839.7734 × 0.5 × 24.7 = 10371.202 kg

Ilas X3 / )2

3 / )2

cm4

Ilas Y3 / )2 3 /

cm4

Ilas Total = Ilas X Ilas Y cm4

MS Dmax

MT MS

τVMT

kg/cm2

Ilas Total

τHMT

kg/cm2

Ilas Total

τD kg/cm2

Alas

τlas = τH τV τD )2 )2

kg/cm2 0.6 σlas kg/cm2

τlas

0.6 σlas

tlas =

cm3

σ1 σTerjadi σ3 σTerjadi

kg/cm2 kg/cm2

σ2 σTerjadi

kg/cm2

P1 σ1 A1

P2 σ2 A2

P3 σ3 A3

x

Terjadi

2

3

1

• Pelat 1= × α = 45 ˚= 0.707 × 2400 × 0.707 × 0.2 × 26.7

c =1

= 0.707= 6408 kg ( + 3

= - α = 0 ˚= ( 11721.942 - 6408 ) / 2

c =1

= 0.577= 2656.971 kg ( + 3

= ×2656.971 = 0.577 × 2400 × 0.707 × 0.2 ×2656.971 = 195.959 ×

= 13.559 cm

= + 30 = 13.559 + 30 = 43.559 cm ==> Ambil = 36 cm

Untuk sambungan pelat 1 digunakan pelat : 2 / ( 72 × 26.7 × 0.5 )

60 cm = Sambungan antar flens72 cm = Sambungan antar pelat 1

• Pelat 2= × α = 45 ˚= 0.707 × 2400 × 0.707 × 0.2 × 24.7

c =1

= 0.707= 5928 kg ( + 3

= - α = 0 ˚= ( 11058.029 - 5928 ) / 2

c =1

= 0.577= 2565.014 kg ( + 3

= ×2565.014 = 0.577 × 2400 × 0.707 × 0.2 ×2565.014 = 195.959 ×

= 13.090 cm

= + 36 = 13.090 + 36 = 49.090 cm ==> Ambil = 66 cm

Untuk sambungan pelat 1 digunakan pelat : 2 / ( 132 × 24.7 × 5 )

Plas 1 σlas Ageser

sin2α cos2α )0.5

2 Plas 2 P1 Plas 1

Plas 2

sin2α cos2α )0.5

Plas 2 σlas Ageser

L2'L2'

L2'

L2 L2' L2

cm3

Plas 1 σlas Ageser

sin2α cos2α )0.5

2 Plas 2 P1 Plas 1

Plas 2

sin2α cos2α )0.5

Plas 2 σlas Ageser

L2'L2'

L2'

L2 L2' L2

cm3

Pelat 1Flens

Pelat 2Pelat 1Flens


132 cm = Sambungan antar pelat 2

• Pelat 3= × α = 45 ˚= 0.707 × 2400 × 0.707 × 0.2 × 22.7

c =1

= 0.707= 5448 kg ( + 3

= - α = 0 ˚= ( 10371.202 - 5448 ) / 2

c =1

= 0.577= 2461.601 kg ( + 3

= ×2461.601 = 0.577 × 2400 × 0.707 × 0.2 ×2461.601 = 195.959 ×

= 12.562 cm

= + 66 = 12.562 + 66 = 78.562 cm ==> Ambil = 72 cm

Untuk sambungan pelat 1 digunakan pelat : 2 / ( 144 × 22.7 × 5 )


132 cm = Sambungan antar pelat 2144 cm = Sambungan antar pelat 3

Berat pelat = 4 × { 0.00785 × ( 72 × 26.7 × 0.5 + 132 × 24.7 × 5 + 144 × 22.7 × 5 ) }= 1055.26608 kg= 1056 kg

Plas 1 σlas Ageser

sin2α cos2α )0.5

2 Plas 2 P1 Plas 1

Plas 2

sin2α cos2α )0.5

Plas 2 σlas Ageser

L2'L2'

L2'

L2 L2' L2

cm3

Pelat 2Pelat 1Flens

Pelat 3Pelat 2Pelat 1Flens

A. Gelagar MelintangKoefisien kejut :

L diambil = 31 - 0.5 = 30.5 m

Menurut pedoman perencanaan untuk rumah dan gedung, koefisien kejut untuk beban yang membebani struktur :υ =

Dimana : v = Kecepatan angkat maksimum = 1.0 m/s= Koefisien kekakuan struktur keran induk = 0.6= Koefisien sifat mesin angkat dari keran angkat = 1.0

Maka : υ = 1 + (0.6) (1.0) (1.0) ≥ 1.15υ = 1.6= 5000 kg= = 1.6 × 5000 = 8000 kg

I. Merencanakan profil dasaruntuk x = 4 m

P = 8000 kg

4

Ra = ( 26.5 ) 8000 = 6950.82 kg30.5

M = 6950.82 x 4 = 27803.28 kgm

Wx =27803.28

= 1737.7051600

Coba profil WF 400×400×11×18Data : q = 147 kg/m = 2848

h = 394 mm = 950b = 398 mm = 56100

= 11 mm = 18900= 18 mm A = 186.8

6951 +1

× 147 × 30.5 = 9192.57 kg2

= 9192.57 × 4 -1

× 147 × 42

= 35594.32

== 3559427.869 =

1249.8 ≤ = 1600 ….. OK2848

Kontrol Kips

=L × h

=30500 × 394

= 1677.41398 × 18

=0.63 E

=0.63 × 2100000

= 826.8751600

250 < < , maka= ( 1 - 0.3 × )= 1600 ( 1 - 0.3 ×

1427.41 )576.875= 412.2919 < = 1249.8 ….. TIDAK OK

untuk x = 8 m > , maka= ×

P

=1677.41

× 0.70 × 1600826.88

8 = 2272.054 > = 1249.80 ….. OK

Ra = ( 22.5 ) 8000 +1

x 147 x 30.5 = 8143.38930.5 2

Mx = 8143.389 x 8 -1

x 147 x 82

= 60443.112

== 6044311.475 =

2122.3 ≤ = 1600 ….. TIDAK OK2848

Jadi diperlukan pelat tepiII. Penambahan Pelat ( 13 × 398 )

= 2 × ( 1.3 × 39.8 × 0.00785398 = 0.812318 kg/cm

= 81.2318 kg/m

=39.8 × 1.3 3

+ 1.3 × 39.8 × 20.352

13 1218 = 21433.9849

= 2 × 21433.98

= 42868.0

= 42867.970 + 56100= 98967.970

394 420 = 8143.389 x -1

1.472

4556800 = 8143.389 x - 0.7350.735 - 8143.389 x + 4556800 = 0

maka, x = 591.107 cmx = 5.9 m= = 2 × 98967.970 = 4712.7605

18 4213

8143.39+ ( 147 ( 30.5 - 2 x 5.9 ) =

9516.212kg

BAB IIIDIMENSI GELAGAR MELINTANG

( 1 + K1 × K2 × v )

K1

K2

PTotal

PTotal υ × Pcrane

cm3

WX cm3

WY cm3

IX cm4

tw IY cm4

tf cm2

RVA =

Mmax

σTerjadiMmax


WX

C1 b × tf

C2 σprofil


C1 - 250C2 - 250


C1 C2σkips

C20.70 σprofil

C1


σTerjadiMmax


WX

mm2


IX Pelat 1

cm4

IX 2 Pelat

cm4

IX Total

cm4

σwx x2

x2

x2

WX Total 2 IX Total cm3

hTotal

RVA =

Gelagar Melintang

P

Gelagar Memanjang

Crane

b

htw

tf

8143.392

9516.212

= 9516.21 x 8 - 147 x 8 2 - 81 ( 8 - 2.1398 2 2

Kontrol Kips = 70006.546 kg mh

=420

= 38.18182 < 75 ….. OK= 7000654.635622 kg cm

11 = = 7000654.636 =1485.47

4712.760L

≥1.25 b

===>30500

≥1.25 × 398

h 420 1872.619 ≥ 27.63889 ….. OK

< = 1600 ….. OK

=L × h

=30500 × 420

= 1038.256( 398 × 18 ) + ( 398 × 13 )

=0.63 E

=0.63 × 2100000

= 826.8751600

Mmax )2

tw σTerjadi Mmax kg/cm2

WX

tf


C1 b × tf

C2 σprofil

> , maka= ×

=1038.26

× 0.70 × 1600826.88

= 1406.315 < = 1485.47 ….. TIDAK OK

untuk x = 11.5 m

P

11.5

Ra = ( 19 ) 8000 +1

x 147 x 30.5 +1

x 81.23 x ( 30.5 - 2 x 5.9 ) = 7983.974630.5 2 2

Mx = 7983.975 x 11.5 -1

x 147 x 11.52

-1

x 81.2 ( 11.5 - 5.9 = 80826.652 2

== 8082664.957 =

2838.0 ≤ = 1600 ….. TIDAK OK2848

Jadi diperlukan pelat tepi


378 = 2 × ( 1.3 × 37.8 × 0.00785= 0.771498 kg/cm= 77.1498 kg/m

13=

37.8 × 1.3 3+ 1.3 × 37.8 × 19.05

213 1218 = 17839.9494

= 2 × 17839.95

= 35679.9

= 35679.899 + 98967.970

= 134647.869

394 394 = =2 × 134647.869

= 6834.917239.4

= 7983.975 x -1

1.47 -1

### ( x - 591.12 2

4556800 = 7983.975 x - 0.735 - 0.406 ( - 591.1 x + 349407.5 )1.141 - 8224.058 x + 4698715 = 0

maka, x = 625.6538 cm18 x = 6.3 m

137983.97

+ ( 77.15 ( 30.5 - 2 x 6.3 ) = 8677.818 kg

13 2=

8677.82x

11.5- 147 x 11.5 2 - 81.23 ( 11.5 - 5.6 - 77.1 ( 11.5 - 5.2

398 2 2 2Kontrol Kips = 87145.401 kg mh

=394

= 21.88889 < 75 ….. OK= 8714540.056095 kg cm

18 = = 8714540.056 = 1275.00

6834.917

L≥

1.25 b===>

30500≥

1.25 × 398 < = 1600 ….. OK

h 394 1377.411 ≥ 38.26923 ….. OK

=L × h

=30500 × 394

= 696.557( 398 × 18 ) + ( 398 × 13 ) + ( 378 × 13 )

=0.63 E

=0.63 × 2100000

= 826.8751600

250 < < , maka= ( 1 - 0.3 × )= 1600 ( 1 - 0.3 ×

446.56 )576.875= 1228.434 < = 1275.0 ….. TIDAK OK

Kontrol Lendutan= 147 + 81.232 + 77.150 = 305.382 kg/m

=8000 × 3050 3

+5 × 305.382 × 3050 4

= 28.893 cm48 × ( 2100000 ) × ( 134647.869 ) 384 × ( 2100000 ) × ( 134647.869 ) × 100

=30500

= 122.000 mm 12.200 cm ≥ 28.893 cm ….. TIDAK OK250

Pemutusan Plat• Pelat 2

=( 30.5 - x )

x = x -1

30.5 30.5

= 147 + 81.232 + 77.150 = 305.382 kg/m

= 8000 ( x -1 ) +

30.5 ( x -1 ) × 305.382

30.5 2 30.5

= 8000 x -8000

+ 4657.07 x -4657.07

30.5 30.5

= 12657.069 x -12657.069

30.5= 12657.069 x - 414.986

× ≥1600 × 2848 ≥ ( 12657.069 x - 414.986 ) × 100

0 ≤ 414.986 - 12657.069 x + 45568.000x ≤ ∞


0.00 × 2848.0000 ≥ ( 12657.069 x - 414.986 ) × 100

0 ≤ 414.986 - 12657.069 x + 0.000x ≤ 0 Ambil x = 2.00 m

• Pelat 1

=( 30.5 - x )

x = x -1

30.5 30.5

=28.5

x30.5

=2.00

x30.5

= 147 + 81.232 = 228.232 kg/m= 77.150 kg

C1 C2 σkipsC2 0.70 σprofilC1


)2

σTerjadiMmax


WX

mm2


IX Pelat 2

cm4

IX 2 Pelat

cm4

IX Total

cm4

WX Total2 IX Total

cm3

hTotal

σwx x2 )2

x2 x2

x2

RVA =

Mmax )2 )2

tw σTerjadi Mmax kg/cm2

WX


tf

C1 b × tf

C2 σprofil


C1 - 250C2 - 250


qTotal

Ymax

Yizin

Y1 x2

qTotal

Mx x2 x2

x2 x2

x2

x2

σprofil WX Mx

x2

x2

σkips WX Mx

x2

x2

Y1 x2

Y2

Y3

qTotal

qPelat 3

= 8000 ( x -1 ) +

30.5 ( x -1 ) × 228.232 +

26.5 ( 28.50 + 2.00x ) × 77.150

30.5 2 30.5 2 30.5

= 8000 x -8000

+ 3480.53 x -3480.53

+ 1022.235 x30.5 30.5

= 12502.770 x -11480.535

30.5= 12502.770 x - 376.411


2272.05 × 2848.0000 ≥ ( 12502.770 x - 376.411 ) × 100

0 ≤ 376.411 - 12502.770 x + 64708.097x ≤ 6.414085 m ==> Ambil x = 1.00 m

8000 ( 30.5 - x ) +147 × 30.5

+81.232 × 28.5

+77.150 × 19.00

30.5 2 2 2

= 8000 ( 30.5 - x ) + 4132.226330.5

Untuk x = 1.00 m=

= { 8000 ( 30.5 - 1.00 ) + 4132.2263 } × 1.00 -147 × 1.00 2

30.5 2= 11796.43116803 kg m= 1179643.116803 kg cm

= =1179643.116803

= 414.201≤ = 1600 ….. OK

2848 ≤ = 2272.054 ….. OK

Untuk x = 2.00 m= - 1.00

= { 8000 ( 30.5 - 2.00 ) + 4132.2263 } × 2.00 -147 × 2.00 2

-81.2318 × 1.00 2

30.5 2 2= 22880.65627213 kg m= 2288065.627213 kg cm

= =2288065.627213

= 803.394≤ = 1600 ….. OK

2848 ≤ = 0 ….. TIDAK OK

IV. Kontrol Lendutan• Akibat Berat Sendiri + Pelat

= 4132.2263 kg• Untuk x = 1.00 m

= 4132.2263 × 1.00 - 147 × 1.00 2= 4058.72625 kg m

• Untuk x = 2.00 m= 4132.2263 × 2.00 - 147 × 2.00 2 - 81.2318 × ( 2.00 - 1.00 2= 7929.8366 kg m

• Untuk x = 15.25 m= 4132.2263 × 15.25 - 147 × 15.25 2 - 81.2318 × ( 15.25 - 1.00 2

- 77.1498 × ( 15.25 - 2.00 2= 30903.23449 kg m

= 2 / 3 × 1.00 ×= 2 / 3 × 1.00 × 4058.72625= 2705.8175

= ( 2.00 - 1.00 ) ×= ( 2.00 - 1.00 ) × 4058.72625= 4058.72625

= 2 / 3 × ( 2.00 - 1.00 ) × ( - )= 2 / 3 × ( 2.00 - 1.00 ) × ( 7929.8366 - 4058.72625 )= 2580.740

= ( 15.25 - 2.00 ) ×= ( 15.25 - 2.00 ) × 7929.8366= 105070.3349

= 2 / 3 × ( 15.25 - 2.00 ) × ( - )= 2 / 3 × ( 15.25 - 2.00 ) × ( 30903.23449 - 7929.8366 )= 202931.681

ΣL = + + + += 2705.8175 + 4058.72625 + 2580.740 + 105070.3349 + 202931.681= 317347.300

= 5 / 8 × 1.00 = 0.62500 m= 1.00 + ( 2.00 - 1.00 ) / 2 = 1.50000 m= 1.00 + 5 / 8 × ( 2.00 - 1.00 ) = 1.62500 m= 2.00 + ( 15.25 - 2.00 ) / 2 = 8.6250 m= 2.00 + 5 / 8 × ( 15.25 - 2.00 ) = 10.2813 m= × + × + × + × + ×

ΣL= 9.4678 m

Lendutan :• Untuk x = 1.00 m

M = 317347.300 × 1.00 - 2705.8175 × ( 1.00 - )= 317347.300 × 1.00 - 2705.8175 × ( 1.00 - 0.62500 )= 316332.62

y =316332.62 × 10 6

+8000 × 1.00 2 × ( 30.5 - 1.00 × 10 6

2100000 × 56100 3 × 30.5 × 2100000 × 56100= 3.3310 cm < 12.200 cm ….. OK

• Untuk x = 2.00 mM = 317347.300 × 2.00 - 2705.8175 × ( 2.00 - ) - 4058.72625 × ( 2.00 - ) - 2580.740 × ( 2.00 -

= 317347.300 × 2.00 - 2705.8175 × ( 2.00 - 0.62500 ) - 4058.72625 × ( 2.00 - 1.50000 )- 2580.740 × ( 2.00 - 1.62500 )

= 627976.96

y =627976.96 × 10 6

+0 × 2.00 2 × ( 30.5 - 2.00 × 10 6

2100000 × 98967.970 3 × 30.5 × 2100000 × 98967.970= 3.0215 cm < 12.200 cm ….. OK

• Untuk x = 15.25 mM = 317347.300 × 15.25 - 2705.8175 × ( 15.25 - ) - 4058.72625 × ( 15.25 - ) - 2580.740 × ( 15.25 -

- 105070.3349 × ( 15.25 - ) - 202931.681 × ( 15.25 -= 317347.300 × 15.25 - 2705.8175 × ( 15.25 - 0.62500 ) - 4058.72625 × ( 15.25 - 1.50000 )

- 2580.740 × ( 15.25 - 1.62500 ) - 105070.3349 × ( 15.25 - 8.6250 )- 202931.681 × ( 15.25 - 10.2813 )

= 3004595.92

y =3004595.92 × 10 6

+0 × 15.25 2 × ( 30.5 - 15.25 × 10 6

2100000 × 134647.869 3 × 30.5 × 2100000 × 134647.869= 10.6259 cm < 12.200 cm ….. OK

V. Kontrol Lintang== 4132.2263 + 8000= 12132.2263 kg

Sx = b × × ( h - ) + × ( h- ) 1

2 2 2

= 39.8 × 1.8 × ( 39.4 - 1.8 ) + 1.1 × ( 39.4- 1.8 ) 1

Mx x2 x2

x2 x2

x2

x2

σkips WX Mx

x2

x2

RVA =

Mx RVA × X - qprofil × X2 / 2

σTerjadiMX


WX σkips kg/cm2

Mx RVA × X - qprofil × X2 / 2 - qpelat1 ( X )2 / 2

σTerjadiMX


WX σkips kg/cm2

RVA

M12 /

M22 / )2/

M32 / )2/

)2/

L1 M1

kg m2

L2 M1

kg m2

L3 M2 M1

kg m2

L4 M2

kg m2

L5 M3 M2

kg m2

L1 L2 L3 L4 L5

kg m2

X1

X2

X3

X4

X5

XΣ L1 X1 L2 X2 L3 X3 L4 X4 L5 X5

X1

kg m3

)2

X1 X2 X3 )

kg m3

)2

X1 X2 X3 )X4 X5 )

kg m3

)2

Dmax RVA (x=0)

tftf tw tf

2 ×

2 ×

= 39.8 × 1.8 × ( 2 ) + 1.1 × ( 2- 1.8 ) 2

= 1523.0575

= =12132.2263 × 1523.0575

= 299.434 ≤ = 928 ….. OK1.1 × 56100

2 ×

cm3

τterjadiDmax SX

kg/cm2 0.58 σprofil kg/cm2

tw IX

VI. Sambungan

Mutu las = 2400

a. Sambungan Profil Dasar1. Sayap (Flens)

= 4132.2263 kg

= 4132.2263 + ( 30.5 - 5.5 ) 8000 = 10689.6033 kg30.5

M = 10689.6033 × 5.5 - 147 × 5.5 2 - 81.2318 × ( 5.5 - 1

- 77.1498 × ( 5.5 - 2.00= 55274.429 kg m= 5527442.9 kg cm

=5527442.9

= 808.7066 ≤ = 1600 ….. OK6834.9172

≤b × ≤ 1.3 × 39.8 + 6 × × 2

39.8 × 1.8 ≤ 51.74 + 1271.640 ≤ 51.74 + 12

≥ 19.900 / 12≥ 1.7 cm

Ambil tebal pelat bawah = 10 mm

Sambungan Las

=188.0

×223

223 =188.0

× 808.7066188.0

223= 681.78

= ×= 681.78 × 1.8 × 39.8= 48842.68934 kg

• Las 1α = 45 ˚

c =1

= 0.707( + 3

= Lebar pelat = 39.8 + 2 × 6 = 51.8 cmAmbil tebal las : = 0.2 cm

= 2400 × 0.707 × 0.2 × 51.8 × 0.707= 12432 kg

• Las 2= = ( 48842.68934 - 12432 ) / 2 = 18205.345 kg

α = 0 ˚

c =1

= 0.577( + 3

Ambil tebal las : = 0.2 cm=

18205.345 = 2400 × 0.707 × 0.2 × × 0.577= 92.904 cm

= + 3a = 92.904 + 3 × 0.707 × 0.2 = 93.328 cm= 15 cm

Kesimpulan :Untuk sambungan flens digunakan pelat : 2 / ( 30 × 39.8 × 1.3 )

2 / ( 30 × 6 × 1 )

2. Badan (Web)

223 =179.0

×179

223

=179.0

× 808.7066223

= 649.1412

20 mm≤

1.1 × 35.8 12 ≤ 2 × 2 × 12

≥ 12617.7458

≥ 23.3 cm ( tetapi harus lebih kecil dari 35.8 cm )= 25 cm

= 2 × 2 × 25 3 / 12 = 5208

Garis pengaruh D= 8000 kg

0.00 m0.819672

2.00 m

1.00 m

5.5= 0.180328

30.5

5.5 m 25.00 m

=1.00

× 0.180328 = 0.033 =0.00

× 0.819672 = 0.0005.5 25.00

=2.00

× 0.180328 = 0.066 =2.00

× 0.819672 = 0.0665.5 25.00

=0.00

× 0.180328 = 0.000 =1.00

× 0.819672 = 0.0335.5 25.00

= 8000 × 0.819672 + 147 × 25.00 × 0.819672 / 2+ 81.232 × ( 25.00 - 1.00 ) × ( 0.819672 + ) / 2+ 77.150 × ( 25.00 - 2.00 ) × ( 0.819672 + ) / 2- 77.150 × ( 5.50 - 2.00 ) × ( 0.180328 + ) / 2- 81.232 × ( 5.50 - 1.00 ) × ( 0.180328 + ) / 2

= 9607.745 kg

kg/cm2

RVA akibat berat sendiri + pelat

RA

2 / )2 / 2

)2 / 2

σTerjadi kg/cm2 σprofil kg/cm2

Aflens Apelat

tf tp

tp

tp

tp

tp

σf σTerjadi

kg/cm2

Pflens σf Af

sin2α cos2α )0.5

L1

tlas

Plas = σlas × Ageser × c

P2 ( P - P1 ) / 2

sin2α cos2α )0.5

tlas

P2 σlas × Ageser × cL2

L2

L2 perlu L2

Ambil L2

cm3

cm3

σw σTerjadi

kg/cm2

Ambil tebal pelat penyambung badan tp =IX badan IX pelat

3 / hp3 /

hp3

hp

Ambil tinggi pelat penyambung badan hp

Maka Ix pelat cm4

Y1 Y4

Y2 Y5

Y3 Y6

Dmaks

Y4

Y3

Y2

Y1

Terjadi

f

2

1

2

P2P2

P1

L2

L2

L1

Terjadi

w

y1 y2 y3

y4

y5 y6

= ×= 649.1412 × 416.67= 270475.50 kg cm= 2704.7550 kg m

Mpelat σw Wx pelat

25 cm

30 cm 30 cmLas dianggap 1 satuan

X =30 × 15 + 30 × 15

= 10.58824 cm25 + 30 + 30

= { 1 × 30 12 + ( 30 × 1 ) × ( 30 - 10.58824 } × 2

+ { 25 × 1 12 + ( 25 × 1 ) × ( 10.58824 }

= 29913.848

= { 30 × 1 12 + ( 30 × 1 ) × ( 12.5 } × 2 + { 1 × 30 12 }

= 11630.000

+ = 29913.848 + 11630.000 = 41543.848

= × ( 30 - 10.58824 ) / 2 = 9607.745 × 9.7059 = 93251.644 kg cm = 932.51644 kg m= M + = 270475.500 + 93251.644 = 363727.144 kg cm = 3637.27144 kg m

=× ( 30 - 10.58824 )

=363727.14402 × 19.41176

= 169.9550341543.848

=× ( 25 / 2 )

=3637.27144 × 12.5

= 1.0944141543.848

=D / 2

=9607.745 / 2

= 56.5161530 + 30 + 25

2 + ( + = 1.09441 2 + ( 169.95503 + 56.51615

= 226.47382 ≤ = 1440

a = =226.47382

= 0.157273 cm1440

a=

0.157273= 0.222418 cm ≤ 2 cm ….. OK

0.707 0.707Ambil tebal las : t = 0.5 mmUntuk sambungan web digunakan pelat : 2 / ( 60 × 25 × 2 )

b. Sambungan Pelat

=204

×223

=204

× 808.7066203.5 216.5 223 223

= 737.9901

=217

×223

=217

× 808.7066223

= 785.1345

Tebal las seluruhnya diambil t = 2 mm= × = 737.9901 × 1.3 × 39.8 = 38183.610 kg= × = 785.1345 × 1.3 × 37.8 = 38581.508 kg

• Pelat 1= × α = 45 ˚= 0.707 × 2400 × 0.707 × 0.2 × 37.8

c =1

= 0.707= 9072 kg ( + 3

= - α = 0 ˚= ( 38183.610 - 9072 ) / 2

c =1

= 0.577= 14555.805 kg ( + 3

= ×14555.805 = 0.577 × 2400 × 0.707 × 0.2 ×14555.805 = 195.959 ×

= 74.280 cm

= + 15 = 74.280 + 15 = 89.280 cm ==> Ambil = 30 cm



• Pelat 3= × α = 45 ˚= 0.707 × 2400 × 0.707 × 0.2 × 35.8

c =1

= 0.707= 8592 kg ( + 3

= - α = 0 ˚= ( 38581.508 - 8592 ) / 2

c =1

= 0.577= 14994.754 kg ( + 3

= ×14994.754 = 0.577 × 2400 × 0.707 × 0.2 ×14994.754 = 195.959 ×

= 76.520 cm

= + 30 = 76.520 + 30 = 106.520 cm ==> Ambil = 54 cm


Ilas X3 / )2

3 / )2

cm4

Ilas Y3 / )2 3 /

cm4

Ilas Total = Ilas X Ilas Y cm4

MS Dmax

MT MS

τVMT

kg/cm2

Ilas Total

τHMT

kg/cm2

Ilas Total

τD kg/cm2

Alas

τlas = τH τV τD )2 )2

kg/cm2 0.6 σlas kg/cm2

τlas

0.6 σlas

tlas =

cm3

σ1 σTerjadi

kg/cm2

σ2 σTerjadi

kg/cm2

P1 σ1 A1

P2 σ2 A2

Plas 1 σlas Ageser

sin2α cos2α )0.5

2 Plas 2 P1 Plas 1

Plas 2

sin2α cos2α )0.5

Plas 2 σlas Ageser

L2'L2'

L2'

L2 L2' L2

cm3

Plas 2 σlas Ageser

sin2α cos2α )0.5

2 Plas 3 P2 Plas 2

Plas 3

sin2α cos2α )0.5

Plas 2 σlas Ageser

L2'L2'

L2'

L2 L2' L2

cm3

x

Terjadi

2

3

1

Pelat 1Flens



108 cm = Sambungan antar pelat 20 cm = Sambungan antar pelat 3

Berat pelat = 4 × { 0.00785 × ( 60 × 37.8 × 1.3 + 108 × 35.8 × 1.3 ) }= 250.406208 kg= 251 kg


6 m

Beban terpusat = = 8000 + += 8000 + 4093.2856 + 1056 / 2= 12621.2856 kg

Digunakan rel baja No.2

37 mmW = 95.7

I = 52.8

110 mmF = 32.3

q = 25.7510 mm

90 mm

1. Dimensi Profil Memanjang

= × λ / 4 + q × / 8= 12621.2856 × 6 / 4 + 25.75 × 6 2 / 8= 19047.80344 kg m

6 m= 1904780.344 kg cm

1904780.344= 1190.488

1600Coba profil WF 400×200×8×13Data : q = 66 kg/m = 1185

h = 400 mm = 174

b = 200 mm = 23700

= 8 mm = 1740

= 13 mm A = 84.12

= 19047.80344 + 66 × 6 2 / 8= 19344.80344 kg m= 1934480.344 kg cm

=1934480.344

= 1632.47 ≤ = 1600 ….. TIDAK OK1185

BAB IVDIMENSI GELAGAR MEMANJANG

PA Rakibat berat sendiri + pelat Rpelat penyambung

cm3

cm3

cm3

cm3

PA Mmax PA λ2

Wx perlu = cm3

WX cm3

WY cm3

IX cm4

tw IY cm4

tf cm2

Mmax

σterjadi kg/cm2 σprofil kg/cm2

b

htw

tf

Kontrol lendutan

y = +48 E I 384 E I

=12621.2856 × 600 3

+5 × ( 0.660 + 0.258 ) × 600 4

48 × 2100000 × 23700 48 × 2100000 × 23700= 1.390 cm

λ=

600= 2.4 cm > 1.390 cm ….. OK

250 250

2. Hubungan Antara Rel, Gelagar Memanjang, dan Konsol

Rel Baja110 mm No.2

60 mm400 mm

WF 400×200×8×13

200 mm

25 cm

50 cm

Hubungan Rel Dengan Gelagar Memanjang• Gaya yang dipikul 1 rel = + × λ / 2

P' = 12621.2856 + 25.75 × 6 / 2= 12698.5356 kg

• Gaya rem = P' / 15 = 12698.5356 / 15 = 846.5690 kg• 846.5690 × 11 / 6 = 1552.0432 kg• Direncanakan 2 baut

σ = ≤2 × π × / 4

1552.0432≤ 0.6 × 2400

2 × π × / 4

≥1440 × π

1552.0432 × 2d ≥ 1.207228 cm

Ambil diameter baut d = 15 mm

Hubungan Gelagar Memanjang Dengan Konsol• = P' + × λ / 2

= 12698.5356 + 66 × 6 / 2= 12896.5356 kg

• Gaya rem = / 15 = 12896.5356 / 15 = 859.7690 kg• 859.7690 × 40 / 20 = 1719.5381 kg

PA λ3 5 (qbs + qrel) λ4

yizin =

PA qrel

Rpk =

Rpkσbaut

d2

d2

d2

Ptotal qgel.memanjang

Ptotal

Rpk =

• Direncanakan 2 baut

σ = ≤2 × π × / 4

1719.5381≤ 0.6 × 2400

2 × π × / 4

≥1440 × π

1719.5381 × 2d ≥ 1.146926 cm

Ambil diameter baut d = 15 mm

3. Dimensi Plat KonsolM = × 25

= 12896.5356 × 25= 322413.391 kg cm

M=

322413.391= 201.5084

1600


h = 200 mm = 160

b = 200 mm = 4720

= 8 mm = 1600

= 12 mm A = 63.53

50 50 50 50Ambil diameter baut d = 22 mm

a =2 × π × / 4

×40 s

=2 × π × 2.2 4

×2400

60 6 1600200 = 1.901 cm

60

x =h ×

=20 × ( 1.901

= 4.713 cm40 + ( 1.901 + ( 20.0

200= b × x 3 / 3 + a × ( h - x / 3

= 20 × 4.713 3 + 1.901 × ( 20 - 4.713

= 2961.257784

=2961.258

= 193.707h - x 20 - 4.713

200 =2961.258

= 628.358x 4.713

M=

322413.391= 1664.44

193.707

τ =D

× =12896.5356

×1600

= 376.96n F 6 × π × 2.2 4 2400

= + 3 = 1664.44 3 × 376.96 3

= 1787.919 ≤ = 1600 ….. TIDAK OK

Rpkσbaut

d2

d2

d2

Ptotal

WX = cm3

σprofil

WX cm3

WY cm3

IX cm4

tw IY cm4

tf cm2

d2 σbaut

σprofil

2 /

(a)0.5 )0.5

(a)0.5 (b)0.5 )0.5 )0.5

IX )3

3 / ) 3 / 3

cm4

Wxa =IX cm3

Wxb =IX cm3

σmax = kg/cm2

Wxa

σprofilkg/cm2

σbaut2 /

σi σ2 τ2 2 +


b

htw

tf

x

h-x

Tebal Pelat Penyambung

q = 50P = A ×

=π ×

× ×g = 50 4

=π × 2.2 2

× 1787.919 ×2400

g = 50 4 1600= 10194.6983 kg

q = 50M = 0.6 { P ( g - / 2 ) }

= 0.6 { 10194.6983 ( 5 - 0.8 / 2 ) }= 28137.367304 kg cm

T = P { 1 + ( g - / 2 ) / q }= 10194.6983 { 1 + ( 5 - 0.8 / 2 ) / 5 }= 19573.8207332 kg

σ =M

=28137.3673040326

=28137.3673

W 6 × / 6

τ =T

=19573.8207332

=3262.3035

s t 6 × t t≥ + 3

2400 2 ≥ ( 28137.3673 ) 2+ 3 ( 3262.3035 ) 2

t

2400 2 ≥791711438.80

+31927871.508

0 ≤ 5760000 - 31927871.508 - 791711438.80

0 ≤ - 5.543 - 137.450

misalkan = a

0 ≤ - 5.543 a - 137.450a ≥ 14.819t ≥ 3.849 cm

Ambil tebal pelat t = 35 mmMaka dipakai pelat / ( 21 × 20 × 3.5 )

Las Pada Sambungan Pelat dan Profil12 mm Tebal las dianggap 1 satuan

Luasan las• = 20 × 1 = 20.00

8 mm• = ( 20 - 0.8 ) / 2 × 1 = 9.6

200• = 1 × ( 20 - 2 × 1.2 ) = 17.60

2 + 4 + 2= 2 × 20.00 + 4 × 9.60 + 2 × 17.60= 113.6

y = 10 cmx = 10 cm

200

Inersia las arah x• = 20 × 1 3 / 12 + 20.00 × 10 2 = 2001.667

• = ( 20 - 0.8 ) / 2 × 1 3 / 12 + 9.6 × ( 10 - 1.2 ) 2 = 744.224

• = 1 × ( 20 - 2 × 1.2 ) 3 / 12 = 454.315

= 2 + 4 + 2 = 2 × 2001.667 + 4 × 744.224 + 2 × 454.315 = 7888.859

σi

tw d2

σiσbaut

σprofil

tw

tw

t2 t2

σizin σ2 τ2

t2

t4 t2

t4 t2

t4 t2

t2

a2

cm3

F1 cm2

F2 cm2

F3 cm2

Flas = F1 F2 F3

cm2

IX1 cm4

IX2 cm4

IX3 cm4

IX Total IX1 IX2 IX3 cm4

y

1

2

3

1

2

x

Inersia las arah y• = 1 × 20 3 / 12 = 666.667

• = 1 × { ( 20 - 0.8 ) / 2 } 3 / 12 + 9.6 × { ( 10 - 0.8 ) / 4 + 0.8 / 2 } 2

= 143.712

• = ( 20 - 2 × 1.2 ) × 1 3 / 12 + 17.60 × ( 0.8 / 2 ) 2 = 4.283

= 2 + 4 + 2 = 2 × 666.667 + 4 × 143.712 + 2 × 4.283 = 1916.747

= + = 7888.859 + 1916.747 = 9805.605

=M y

=322413.391 × 10.00

= 328.8059805.605

=D'

=12896.53563

= 113.526113.600

= 2 + ( = 328.805 2 + ( 113.526 = 347.8519

Tebal las = × 1 = × 1 =347.8519

× 1 = 0.242 cmτ 1440

Ambil tebal las t = 2 mm

Iy1 cm4

Iy2

cm4

Iy3 cm4

Iy Total Iy1 Iy2 Iy3 cm4

ITotal IX Total Iy Total cm4

τX kg/cm2

ITotal

τY' kg/cm2

Flas

τi' τX τY' )2 )2 kg/cm2

τi' τi'

0.6 σlas

Tugas Struktur Baja Tipe A

α = 19 °

A. Beban Atap• Panjang L miring =

= 2 × ( 1.586 + 16.39312 )= 35.959 m

• Berat gording == 4.51 × 6 × 22= 595.32 kg

• Berat atap == 3.60 × 6 × 35.959= 776.7166 kg

• Berat w = 595.32 + 776.7166= 1372.037 kg

• Berat penyambung dan lain-lain = 25% × Berat w= 25 % × 1372.037= 343.009 kg

• Berat total = Berat w + Berat penyambung dan lain-lain= 1372.037 + 343.009= 1715.046 kg

• = 1715.046 / 35.96 = 47.694 kg/m

B. Beban Angin• Angin Kiri

BAB VPERHITUNGAN BEBAN YANG BEKERJA

2 ( Z1 + Z2 )

qgording × λ × Jumlah Gording

qatap × λ × L

qekivalen

D

E

F

A

B

C

H

IG

q4

q3q2

q1


q4

q3q2

q1


Beban Angin = 70Jarak kuda-kuda = 6.0 mBeban : = 0.9 × × λ = 0.9 × 70 × 6.0 = 378 kg/m

= ( 0.02 α - 0.4 ) × × λ = ( 0.02 × 19 - 0.4 ) × 70 × 6.0 = -8.4 kg/m= -0.4 × × λ = -0.4 × 70 × 6.0 = -168 kg/m= -0.4 × × λ = -0.4 × 70 × 6.0 = -168 kg/m

• Angin Kanan

Beban : = -168 kg/m= -168 kg/m= -8.4 kg/m= 378 kg/m

C. Beban P

• P di kiriA = 12896.53563 + 50 × 0.5 = 12921.53563 kg

12921.53563 × 0.25 + 50 × 0.5 2 = 3236.633906 kg mB = 12921.53563 - 8000 = 4921.535625 kg

4921.535625 × 0.25 + 50 × 0.5 2 = 1236.633906 kg m

• P di kananA = 4921.535625 kg

1236.633906 kg mB = 12921.53563 kg

3236.633906 kg m

kg/cm2

q1 qa

q2 qa

q3 qa

q4 qa

q1

q2

q3

q4

MA = 2 /

MB = 2 /

MA =

MB =

q4

q3q2

q1

q4

q3

q2

q1

A B


• Matriks kekakuan terhadap Sumbu lokalSetiap elemen memiliki sumbu lokal masing-masing

Hubungan antara gaya dengan perpindahan adalah :{ fe } = [ k ] { d }dimana : { fe } = gaya

[ k ] = matriks kekakuan{ d } = perpindahan

{ fe } = { d } =dan

Sedangkan matriks kekakuan adalah sebagai berikut :

[ k ] =

E A0 0

- E A0 0

=

L L

012 E I 6 E I

0- 12 E I 6 E I

06 E I 4 E I

0- 6 E I 4 E I

L L- E A

0 0E A

0 0L L

0- 12 E I - 6 E I

012 E I - 6 E I

06 E I 4 E I

0- 6 E I 4 E I

L L

• Matriks kekakuan terhadap Sumbu global

BAB VIPERHITUNGAN SAP

Secara konvensional dalam mencari gaya-gaya batang di dalam sistem portal dapat diselesaikan dengan metode cleperon, metode slope deflection, metode cross, metode energi, dan lain-lain. Tetapi juga dapat digunakan metode matriks kekakuan yang disebut juga dengan metode displacement (metode perpindahan).

SX1 u1

SY1 v1

MZ1 χ1

SX2 u2

SY2 v2

MZ2 χ2

L3 L2 L3 L2

k11 k12L2 L2

k21 k22

L3 L2 L3 L2

L2 L2

z

Sy

z

Sx

Sy

z

Sx

L

Y

X

Sy1

Sx1

Sy2Sx2

1

2

Mz2

Mz1


Untuk simpul 1

= =cos α - sin α 0sin α cos α 0

0 0 1= [ T ] … (1)

Untuk simpul 2 berlaku juga seperti simpul 1

Dengan demikian maka untuk satu elemen berlaku :{ fe } = [ Te ] { fe }

Te = [ T 0 ]0 T … (2)

Untuk displacement vektor{ de } = [ Te ] { de } … (3)

Dari persamaan (1), (2), dan (3)

dimana : [ ke ] = [ Te ] [ ke ]

= [ Te ] [ ke ]

keterangan : = ==> karena [ Te ] adalah matriks ortogonal

Maka untuk batang miring

dengan : s = sin αc = cos α

Degree Of Freedom (DOF)

Nodal RestraintSendi (Hinge) δx, δy, δzRol (Rollers) δzJepit (Fixed) δx, δy, δz, θx, θy, θz

f1

SX1 SX1

SY1 SY1

MZ1 MZ1

{ f1 }

[ Te ]-1 { fe } = [ ke ] [ Te ]-1 { de }

{ fe } = [ Te ] [ ke ] [ Te ]-1 { de } = [ ke ] { de }

[ Te ]-1

[ Te ]T

[ Te ]-1 [ Te ]T

Joint atau nodal memiliki peranan penting pada pemodelan analisa struktur. Nodal merupakan titik dimana elemen-elemen batang bertemu sehingga mempunyai bentuk yang bermakna yaitu geometri struktur itu sendiri.

Degree of freedom (DOF) adalah derajat kebebasan suatu titik nodal untuk mengalami deformasi yang dapat berupa translasi (perpindahan) maupun rotasi terhadap tiga sumbu ruang.

Jadi untuk suatu nodal dapat terjadi 6 bentuk deformasi jika berada pada suatu kondisi bebas yakni 3 translasi (δx, δy, δz) dan 3 rotasi (θx, θy, θz). Suatu nodal tidak bebas berdeformasi (tertahan) karena diberi restraint atau disebut juga sebagai tumpuan.


HASIL OUTPUT ANALISIS DENGAN SAP

Frame Titik N (kg) D (kg) M (kg cm)

1JJ (A) 11990.36 2208.46 0Lap 11990.36 1439.15 492985JK (B) 11990.36 1034.15 809523

2JJ (B) 333.37 1034.15 1027870Lap 333.37 899.15 1049816JK (C) 333.37 764.15 1043284

3JJ (D) 11990.35 2208.46 0Lap 11990.35 1439.15 492985JK (E) 11990.35 1034.15 809523

4JJ (E) 333.37 1034.15 1027870Lap 333.37 899.15 1049816JK (F) 333.37 764.15 1043284

5JJ (C) 34.74 112.23 8802Lap 17.37 56.11 2200JK (G) 0.00 0.00 0

6JJ (C) 763.15 463.34 1037029Lap 612.59 808.96 632177JK (H) 462.04 1154.59 62676

7JJ (F) 763.15 463.34 1037029Lap 612.59 808.96 632177JK (H) 462.04 1154.59 62676

8JJ (F) 34.74 112.23 8802Lap 17.37 56.11 2200JK (I) 0.00 0.00 0

Dari kombinasi pembebanan pada tiap frame didapat Mmax, Dmax, Nmax


A. KolomUkuran kolom AC dan DF disamakan (Frame 1, 2, 3, 4)

= 1049816 kg cm= 2208.46 kg= 11990.36 kg

Untuk komponen struktur tertekan (kolom) yang lebih menentukan adalah faktor tekuk

• Menurut peraturan PPBBI 1983 untuk struktur seperti tampang pada gambar di samping :Lk = 2 L

= 2 × 800= 1600 cm

•λ =

Lk≤ 200

=Lk

200

=1600200

= 8 cm


h = 294 mm = 16900

b = 302 mm = 12.5

= 12 mm = 7.16

= 12 mm A = 107.7

Kontrol Kelangsingan• Arah y

=Lk

=1600

= 223.4637 ≤ 200 ….. TIDAK OK7.16

= πE

= π2100000

= 111.07210.7 fy 0.7 × 2400

= =223.4637

= 2.012111.0721

Faktor tekuk ω = 1 untuk ≤ 0.183

=1.41

untuk 0.183 < < 1

= untuk ≥ 1

Maka : = 9.637

• Arah x

=Lk

=1600

= 127.6935 ≤ 200 ….. OK12.5

= πE

= π2100000

= 111.07210.7 fy 0.7 × 2400

= =127.6935

= 1.150111.0721


=1.41

untuk 0.183 < < 1

= untuk ≥ 1

Maka : = 3.147

BAB VIIDIMENSI PROFIL

Mmax

Dmax

Nmax

imin

imin perlu

WX cm3

IX cm3

iX cm4

tw iY cm4

tf cm2

λY iY

λg

λsλY

λg

λs

λs1.593 - λs

2.381 λs2 λs

ωY

λX iX

λg

λsλX

λg

λs

λs1.593 - λs

2.381 λs2 λs

ωX

L

b

htw

tf


Kontrol Tegangan Geser

• = +2 2

=( 30.2 × 1.2 ) × ( 29.4 - 1.2 )

+1.2 × ( 29.4 / 2 - 1.2 ) 2

2 2= 620.334

• τ = =2208.4600 × 620.334

= 67.553 ≤ = 928 ….. OK1.2 × 16900

Kontrol Tegangan Desak• Momen pada ujung : 0

1049816 kg cm

• = 0.6 + 0.4 = 0.6

• = 127.6935 --> = 3.147

• = =π 2100000 × 107.7

= 11.41711990.36 × 127.6935 2

• σ =N

+ ×A - 1

= 3.147 ×11990.36

+ 0.6 ×11.417

×1049816

107.7 11.417 - 1 1150= 950.660 < = 1600 ….. OK

• σ =N

+A

= 9.637 ×11990.36

+1049816

107.7 1150= 1985.835 < = 1600 ….. TIDAK OK

• σ =NA

= 9.637 ×11990.36

107.7= 1072.951 < = 1600 ….. OK

• = + 3

= 1985.83 3 × 67.553 3

= 1989.279 ≤ = 1600 ….. TIDAK OK

B. BalokUkuran kolom GC, CH, HF dan FI disamakan (Frame 5, 6, 7, 8)Balok GC dan FI digunakan profil WF yang dipotong seperti terlihat pada gambar berikut :

= 1037029 kg cm= 1154.59 kg= 763.15 kg

M=

1037029= 648.1431

1600

SX( b × tf ) ( h - tf ) tw ( h/2 - tf )2

cm3

Dmax SXkg/cm2 0.58 σprofil kg/cm2

tw IX

MX1 =MX2 =

βXMX1

MX2

λX ωX

nXπ2 E A 2 ×

N λX2

ωX βXnX MX

nX WX


ωYMX

WX


ωY


σi σ2 τ2

2 +


Mmax

Dmax

Nmax

WX Perlu = cm3

σprofil

GC

Kolom

Profil WF


Untuk keadaan tertekan maka :

• Menurut peraturan PPBBI 1983 untuk struktur seperti tampang pada gambar di atas :Lk = L

= 1639= 1639 cm

•λ =

Lk≤ 200

=Lk

=1639 = 8.19656 cm

200 200


h = 250 mm = 10800

b = 250 mm = 10.8

= 9 mm = 6.29

= 14 mm A = 92.18

Kontrol Kelangsingan• Arah y

=Lk

=1639

= 260.6219 ≤ 200 ….. TIDAK OK6.29

= πE

= π2100000

= 111.07210.7 fy 0.7 × 2400

= =260.6219

= 2.346111.0721


=1.41

untuk 0.183 < < 1

= untuk ≥ 1

Maka : = 13.109

• Arah x

=Lk

=1639

= 151.5076 ≤ 200 ….. OK10.8

= πE

= π2100000

= 111.07210.7 fy 0.7 × 2400

= =151.5076

= 1.364111.0721


=1.41

untuk 0.183 < < 1

= untuk ≥ 1

Maka : = 4.430

Kontrol Tegangan Geser

• = +2 2

=( 25 × 1.4 ) × ( 25 - 1.4 )

+0.9 × ( 25 / 2 - 1.4 ) 2

2 2= 468.4445

imin

imin perlu

WX cm3

IX cm3

iX cm4

tw iY cm4

tf cm2

λY iY

λg

λsλY

λg

λs

λs1.593 - λs

2.381 λs2 λs

ωY

λX iX

λg

λsλX

λg

λs

λs1.593 - λs

2.381 λs2 λs

ωX

SX( b × tf ) ( h - tf ) tw ( h/2 - tf )2

cm3

b

htw

tf

P P

L


• τ = =1154.5900 × 468.4445

= 55.644 ≤ = 928 ….. OK0.9 × 10800

Kontrol Tegangan Desak

• σ =N

+A

= 4.430 ×763.15

+1037029

92.18 864= 1236.942 < = 1600 ….. OK

• σ =N

+A

=763.15

+1037029

92.18 864= 1208.544 < = 1600 ….. OK

• σ =NA

= 13.109 ×763.1592.18

= 108.529 < = 1600 ….. OK

• = + 3

= 1236.94 3 × 55.644 3

= 1240.691 ≤ = 1600 ….. OK

Dmax SXkg/cm2 0.58 σprofil kg/cm2

tw IX

ωXMX

WX


MX

WX


ωY


σi σ2 τ2

2 +



A. Sambungan di Titik C (Kanan) dan di Titik F (Kiri)

WF 250×250×9×14

WF 300×300×12×12

= 1037029 kg cm= 463.34 kg= 763.15 kg

Rencana baut : ≤≤

2 d ≤ 15% × 30.2d ≤ 2.265 cm

Pakai diameter baut d = 16 mm

Data-data profil dan sambungan : b = 250 mm = 25 mmh = 250 mm = 25 mmH = 450 mm L = 200 mm

= 9 mm g = 70 mm= 14 mm q = 55 mm

s = 50 mm --> 1.5d ≤ S1 ≤ 3d atau 6t --> 40 ≤ s ≤ 112 ….. OK= 25 mm --> 2.5d ≤ S ≤ 7d atau 14t --> 24 ≤ ≤ 48 ….. OK

Luasan pengganti :a =

2 × π × / 4× =

2 × π × 1.6 4×

2400= 1.206 cm

s 5 1600

x =H ×

=45 × ( 1.206

= 8.105 cm+ ( 1.206 + ( 25.0

= b × x 3 / 3 + a × ( H - x / 3

= 25 × 8.105 3 + 1.206 × ( 45 - 8.105

= 24632.743

Gaya-gaya yang bekerja : D' = D cos α - N sin α = 463.34 cos 19 - 763.15 sin 19 = 189.639 kgN' = D sin α + N cos α = 463.34 sin 19 + 763.15 cos 19 = 872.421 kgM' = M + N' (H - x - h/2) = 1037029 + 872.421 × ( 45 - 8.105 - 12.5 / 2 ) = 1063765 kg cm

Tegangan yang terjadi : M' (H - x)=

1063765 × ( 45 - 8.105 )= 1593.32

24632.743

=N'

× =872.4212

×1600

= 16.071n F 18 × π × 1.6 4 2400

τ =D'

× =189.6392

×1600

= 3.493n F 18 × π × 1.6 4 2400

= + 3 ( + τ ) 2 = 1593.32 3 × ( 16.071 + 3.493

BAB VIIIPERENCANAAN SAMBUNGAN

Mmax

Dmax

Nmax

Flob 15% Fbruto

2 d tf 15% b tf

s2

s3

tw

tf

s1 s1

d2 σbaut2 /

σprofil

(a)0.5 )0.5

(a)0.5 (b)0.5 )0.5 )0.5

IX )3

3 / ) 3 / 3

cm4

σmax = kg/cm2

IX

σNσprofil

kg/cm2

σbaut2 /

σprofilkg/cm2

σbaut2 /

σi σ2 σN2 + )2

b

H

L

h

x

h-x

D

N

M s1

sssss2s3

ssss1

q g g qa

b


= 1593.680 ≤ = 1600 ….. OKkg/cm2 σprofil kg/cm2


Rencana pelat penyambung :

q = 55• P = A ×

=π ×

× ×g = 70 4

=π × 1.6 2

× 1593.680 ×2400

g = 70 4 1600= 4806.4259 kg

q = 55• M = 0.6 { P ( g - / 2 ) }

= 0.6 { 4806.4259 ( 7 - 0.9 / 2 ) }= 18889.2535962 kg cm

• T = P { 1 + ( g - / 2 ) / q }= 4806.4259 { 1 + ( 7 - 0.9 / 2 ) / 5.5 }= 10530.4420927 kg

• σ =M

=18889.253596152

=22667.10432

W 5 × / 6

• τ =T

=10530.4420927

=210.6088

s t 50 × t t• ≥ + 3

2400 2 ≥ ( 22667.10432 ) 2+ 3 ( 210.6088 ) 2

t

2400 2 ≥513797618.04

+133068.253

0 ≤ 5760000 - 133068.253 - 513797618.04

0 ≤ - 0.023 - 89.201

misalkan = a

0 ≤ - 0.023 a - 89.201a ≥ 9.456t ≥ 3.075 cm

Ambil tebal pelat t = 32 mm• Maka dipakai pelat / ( 46 × 25 × 3.2 )

Sambungan las antara pelat dan profil :

Data-data profil dan las :• h = 250 mm• L = 200 mm• b = 250 mm• = 14 mm• = 9 mm• = 450 mm• = 436 mm• = 325 mm• = 214 mm• = 200 mm• = 107 mm• = 14 mm• = 0 mm• = 4.5 mm• = 64.75 mm

σi

tw d2

σiσbaut

σprofil

tw

tw

t2 t2

σizin σ2 τ2

t2

t4 t2

t4 t2

t4 t2

t2

a2

cm3

tf

tw

y1

y2

y3

y4

y5

y6

y7

y8

x1

x2

L

h

2

3

1

4

5

6

7

8

y

wt

ft

b

6y

7y

5y 4y

3y

2y 1y

1x2x


• Tebal las dianggap 1 satuan• Luasan las :

• = 25 × 1 = 25.0

• = ( 25 - 0.9 ) / 2 × 1 = 12.05 × 1 = 12.1

• = 1 × ( 25 - 2 × 1.4 ) = 1 × 22.2 = 22.2

• = = 12.05 × 1 = 12.1

• = = 12.05 × 1 = 12.1

• = 1 × ( 20 - 1.4 ) = 1 × 18.6 = 18.6

• = = 12.05 × 1 = 12.1

• = = 25 × 1 = 25.0

+ 2 + 2 + 2 + 2 + 2 + 2 += 25.0 + 2 ( 12.1 + 22.2 + 12.1 + 12.1 + 18.6 + 12.1 ) + 25.0= 228.0

• Garis netral :

• y =× + 2 ( × + × + × + × + × + × ) + ×

= 22.142 cm• x = b / 2

= 12.500 cm

• Inersia las arah x• = 25 × 1 3 / 12 + 25.00 × ( 45 - 22.142 ) 2 = 13064.769

• = 12.05 × 1 3 / 12 + 12.05 × ( 43.6 - 22.142 ) 2 = 5549.593

• = 1 × 22.2 3 / 12 + 22.20 × ( 32.5 - 22.142 ) 2 = 2381.991

• = 12.05 × 1 3 / 12 + 12.05 × ( 22.142 - 21.4 ) 2 = 7.631

• = 12.05 × 1 3 / 12 + 12.05 × ( 22.142 - 20 ) 2 = 56.270

• = 1 × 18.6 3 / 12 + 18.60 × ( 22.142 - 10.7 ) 2 = 2971.159

• = 12.05 × 1 3 / 12 + 12.05 × ( 22.142 - 1.4 ) 2 = 5185.072

• = 25 × 1 3 / 12 + 25.00 × ( 22.142 - 0 ) 2 = 12258.321

= + 2 + 2 + 2 + 2 + 2 + 2 += 13064.769 + 2 ( 5549.593 + 2381.991 + 7.631 + 56.270 + 2971.159 + 5185.072 )

+ 12258.321= 57626.522

• Inersia las arah y• = 1 × 25 3 / 12 = 1302.083

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 22.2 × 1 3 / 12 + 22.20 × 0.45 2 = 6.345

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 18.6 × 1 3 / 12 + 18.60 × 0.45 2 = 5.317

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 1 × 25 3 / 12 = 1302.083

= + 2 + 2 + 2 + 2 + 2 + 2 += 1302.083 + 2 ( 651.011 + 6.345 + 651.011 + 651.011 + 5.317 + 651.011 )

+ 1302.083= 7835.581

• = + = 57626.522 + 7835.581 = 65462.103

• Tegangan yang terjadi pada las :

=M' y

=1063764.549 × 22.14

= 359.80265462.103

=N'

=872.421

= 3.826

F1 cm2

F2 cm2

F3 cm2

F4 F2 cm2

F5 F2 cm2

F6 cm2

F7 F2 cm2

F8 F1 cm2

Flas = F1 F2 F3 F4 F5 F6 F7 F8

cm2

F1 y1 F2 y2 F3 y3 F4 y4 F5 y5 F6 y6 F7 y7 F8 y8

Flas

IX1 cm4

IX2 cm4

IX3 cm4

IX4 cm4

IX5 cm4

IX6 cm4

IX7 cm4

IX8 cm4

IX Total IX1 IX2 IX3 IX4 IX5 IX6 IX7 IX8

cm4

IY1 cm4

IY2 cm4

IY3 cm4

IY4 cm4

IY5 cm4

IY6 cm4

IY7 cm4

IY8 cm4

IY Total IY1 IY2 IY3 IY4 IY5 IY6 IY7 IY8

cm4


τX kg/cm2

ITotal

τX' kg/cm2

L

h

2

3

1

4

5

6

7

8

y

wt

ft

b

6y

7y

5y 4y

3y

2y 1y

1x2x


= =228.000

= 3.826

=D'

=189.639

= 0.832228.000

= 2 + ( + = 0.832 2 + ( 359.802 + 3.826 = 363.6298

Tebal las = × 1 = × 1 =363.6298

× 1 = 0.253 cmτ 1440


B. Sambungan di Titik H (Tengah)

WF 250×250×9×14 WF 250×250×9×14

= 62676 kg cm= 1154.59 kg= 462.04 kg


2 d ≤ 15% × 30.2d ≤ 2.265 cm


Data-data profil dan sambungan : b = 250 mm = 25 mmh = 250 mm = 25 mmH = 400 mm L = 150 mm

= 9 mm g = 70 mm= 14 mm q = 55 mm



2 × π × / 4× =

2 × π × 1.6 4×

2400= 1.206 cm

s 5 1600

x =H ×

=40 × ( 1.206

= 7.204 cm+ ( 1.206 + ( 25.0

= b × x 3 / 3 + a × ( H - x / 3

= 25 × 7.204 3 + 1.206 × ( 40 - 7.204

= 17300.363

Gaya-gaya yang bekerja : D' = D cos α - N sin α = 1154.59 cos 19 - 462.04 sin 19 = 941.261 kgN' = D sin α + N cos α = 1154.59 sin 19 + 462.04 cos 19 = 812.765 kgM' = M + N' (H - x - h/2) = 62676 + 812.765 × ( 40 - 7.204 - 12.5 / 2 ) = 84251 kg cm


84251 × ( 40 - 7.204 )= 159.713

17300.363

=N'

× =812.7651

×1600

= 16.843n F 16 × π × 1.6 4 2400

τ =D'

× =941.2608

×1600

= 19.506n F 16 × π × 1.6 4 2400

= + 3 ( + τ ) 2 = 159.713 3 × ( 16.843 + 19.506

= 171.674 ≤ = 1600 ….. OK

τX' kg/cm2

Flas

τY' kg/cm2

Flas

τi' τY' τX τX' )2 )2 kg/cm2

τi' τi'0.6 σlas

Mmax

Dmax

Nmax

Flob 15% Fbruto

2 d tf 15% b tf

s2

s3

tw

tf

s1 s1

d2 σbaut2 /

σprofil

(a)0.5 )0.5

(a)0.5 (b)0.5 )0.5 )0.5

IX )3

3 / ) 3 / 3

cm4

σmax = kg/cm2

IX

σNσprofil

kg/cm2

σbaut2 /

σprofilkg/cm2

σbaut2 /

σi σ2 σN2 + )2


x

h-x

NM

b

H

L

h

s1

sssss2s3

ss

q g g q

s1

a

b



q = 55• P = A ×

=π ×

× ×g = 70 4

=π × 1.6 2

× 171.674 ×2400

g = 70 4 1600= 517.7569 kg

q = 55• M = 0.6 { P ( g - / 2 ) }

= 0.6 { 517.7569 ( 7 - 0.9 / 2 ) }= 2034.78467455 kg cm

• T = P { 1 + ( g - / 2 ) / q }= 517.7569 { 1 + ( 7 - 0.9 / 2 ) / 5.5 }= 1134.35833117 kg

• σ =M

=2034.78467454747

=2441.741609

W 5 × / 6

• τ =T

=1134.35833117

=22.6872

s t 50 × t t• ≥ + 3

2400 2 ≥ ( 2441.741609 ) 2+ 3 ( 22.6872 ) 2

t

2400 2 ≥5962102.087

+1544.123

0 ≤ 5760000 - 1544.123 - 5962102.087

0 ≤ - 0.000 - 1.035

misalkan = a

0 ≤ - 0.000 a - 1.035a ≥ 1.018t ≥ 1.009 cm

Ambil tebal pelat t = 10 mm• Maka dipakai pelat / ( 41 × 25 × 1 )

Sambungan las antara pelat dan profil :

Data-data profil dan las :• h = 250 mm• L = 150 mm• b = 250 mm• = 14 mm• = 9 mm• = 400 mm• = 386 mm• = 275 mm• = 164 mm• = 150 mm• = 82 mm• = 14 mm• = 0 mm• = 4.5 mm• = 64.75 mm

σi

tw d2

σiσbaut

σprofil

tw

tw

t2 t2

σizin σ2 τ2

t2

t4 t2

t4 t2

t4 t2

t2

a2

cm3

tf

tw

y1

y2

y3

y4

y5

y6

y7

y8

x1

x2

L

h

2

3

1

4

5

6

7

8

y

wt

ft

b

6y

7y

5y 4y

3y

2y 1y

1x2x



• = 25 × 1 = 25.0

• = ( 25 - 0.9 ) / 2 × 1 = 12.05 × 1 = 12.1

• = 1 × ( 25 - 2 × 1.4 ) = 1 × 22.2 = 22.2

• = = 12.05 × 1 = 12.1

• = = 12.05 × 1 = 12.1

• = 1 × ( 15 - 1.4 ) = 1 × 13.6 = 13.6

• = = 12.05 × 1 = 12.1

• = = 25 × 1 = 25.0

+ 2 + 2 + 2 + 2 + 2 + 2 += 25.0 + 2 ( 12.1 + 22.2 + 12.1 + 12.1 + 13.6 + 12.1 ) + 25.0= 218.0

• Garis netral :

• y =× + 2 ( × + × + × + × + × + × ) + ×

= 19.104 cm• x = b / 2

= 12.500 cm

• Inersia las arah x• = 25 × 1 3 / 12 + 25.00 × ( 40 - 19.104 ) 2 = 10917.636

• = 12.05 × 1 3 / 12 + 12.05 × ( 38.6 - 19.104 ) 2 = 4580.904

• = 1 × 22.2 3 / 12 + 22.20 × ( 27.5 - 19.104 ) 2 = 1564.756

• = 12.05 × 1 3 / 12 + 12.05 × ( 19.104 - 16.4 ) 2 = 89.141

• = 12.05 × 1 3 / 12 + 12.05 × ( 19.104 - 15 ) 2 = 204.009

• = 1 × 13.6 3 / 12 + 13.60 × ( 19.104 - 8.2 ) 2 = 1826.770

• = 12.05 × 1 3 / 12 + 12.05 × ( 19.104 - 1.4 ) 2 = 3778.067

• = 25 × 1 3 / 12 + 25.00 × ( 19.104 - 0 ) 2 = 9126.627

= + 2 + 2 + 2 + 2 + 2 + 2 += 10917.636 + 2 ( 4580.904 + 1564.756 + 89.141 + 204.009 + 1826.770 + 3778.067 )

+ 9126.627= 44131.558


• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 22.2 × 1 3 / 12 + 22.20 × 0.45 2 = 6.345

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 13.6 × 1 3 / 12 + 13.60 × 0.45 2 = 3.887

• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 1 × 25 3 / 12 = 1302.083

= + 2 + 2 + 2 + 2 + 2 + 2 += 1302.083 + 2 ( 651.011 + 6.345 + 651.011 + 651.011 + 3.887 + 651.011 )

+ 1302.083= 7832.723

• = + = 44131.558 + 7832.723 = 51964.281


=M' y

=84251.468 × 19.10

= 30.97551964.281

=N'

=812.765

= 3.728

F1 cm2

F2 cm2

F3 cm2

F4 F2 cm2

F5 F2 cm2

F6 cm2

F7 F2 cm2

F8 F1 cm2

Flas = F1 F2 F3 F4 F5 F6 F7 F8

cm2

F1 y1 F2 y2 F3 y3 F4 y4 F5 y5 F6 y6 F7 y7 F8 y8

Flas

IX1 cm4

IX2 cm4

IX3 cm4

IX4 cm4

IX5 cm4

IX6 cm4

IX7 cm4

IX8 cm4

IX Total IX1 IX2 IX3 IX4 IX5 IX6 IX7 IX8

cm4

IY1 cm4

IY2 cm4

IY3 cm4

IY4 cm4

IY5 cm4

IY6 cm4

IY7 cm4

IY8 cm4

IY Total IY1 IY2 IY3 IY4 IY5 IY6 IY7 IY8

cm4


τX kg/cm2

ITotal

τX' kg/cm2


= =218.000

= 3.728

=D'

=941.261

= 4.318218.000

= 2 + ( + = 4.318 2 + ( 30.975 + 3.728 = 34.97062

Tebal las = × 1 = × 1 =34.97062

× 1 = 0.024 cmτ 1440


C. Sambungan di Titik C (Kir) dan di Titik F (Kanan)

WF 250×250×9×14

WF 300×300×12×12

= 8802 kg cm= 112.23 kg= 34.74 kg


2 d ≤ 15% × 30.2d ≤ 2.265 cm


Data-data profil dan sambungan : b = 250 mm h = 250 mmH = 236 mm g = 70 mm

= 9 mm q = 48 mm= 14 mm



2 × π × / 4× =

2 × π × 1.8 4×

2400= 1.696 cm

s 4.5 1600

x =h ×

=23.6 × ( 1.696

= 4.877 cm+ ( 1.696 + ( 25.0

= b × x 3 / 3 + a × ( H - x / 3

= 25 × 4.877 3 + 1.696 × ( 23.6 - 4.877

= 4678.161

Gaya-gaya yang bekerja : D' = D cos α - N sin α = 112.23 cos 19 - 34.74 sin 19 = 94.805 kgN' = D sin α + N cos α = 112.23 sin 19 + 34.74 cos 19 = 69.386 kgM' = M + N' (H - x - h/2) = 8802 + 69.386 × ( 23.6 - 4.877 - 25 / 2 ) = 9234 kg cm


9234 × ( 23.6 - 4.877 )= 36.955

4678.161

=N'

× =69.3858

×1600

= 1.818n F 10 × π × 1.8 4 2400

τX' kg/cm2

Flas

τY' kg/cm2

Flas


τi' τi'0.6 σlas

Mmax

Dmax

Nmax

Flob 15% Fbruto

2 d tf 15% b tf

tw

tf

s1 s1

d2 σbaut2 /

σprofil

(a)0.5 )0.5

(a)0.5 (b)0.5 )0.5 )0.5

IX )3

3 / ) 3 / 3

cm4

σmax = kg/cm2

IX

σNσprofil

kg/cm2

σbaut2 /

H

x

h-x

b

q g g q

ssss

s1

s1

D

N

M

b

a


τ =D'

× =94.8053

×1600

= 2.484n F 10 × π × 1.8 4 2400

σprofilkg/cm2

σbaut2 /


= + 3 ( + τ ) 2 = 36.955 3 × ( 1.818 + 2.484

= 37.699 ≤ = 1600 ….. OK


q = 48• P = A ×

=π ×

× ×g = 70 4

=π × 1.8 2

× 37.699 ×2400

g = 70 4 1600= 143.8971 kg

q = 48• M = 0.6 { P ( g - / 2 ) }

= 0.6 { 143.8971 ( 7 - 0.9 / 2 ) }= 565.51571225 kg cm

• T = P { 1 + ( g - / 2 ) / q }= 143.8971 { 1 + ( 7 - 0.9 / 2 ) / 4.8 }= 340.256750108 kg

• σ =M

=565.515712249663

=754.0209497

W 4.5 × / 6

• τ =T

=340.256750108

=7.5613

s t 45 × t t• ≥ + 3

2400 2 ≥ ( 754.0209497 ) 2+ 3 ( 7.5613 ) 2

t

2400 2 ≥568547.593

+171.518

0 ≤ 5760000 - 171.518 - 568547.593

0 ≤ - 0.000 - 0.099

misalkan = a

0 ≤ - 0.000 a - 0.099a ≥ 0.314t ≥ 0.561 cm

Ambil tebal pelat t = 6 mm• Maka dipakai pelat / ( 25 × 25 × 0.6 )

Sambungan las antara pelat dan profil :Data-data profil dan las :• h = 236 mm• b = 250 mm• = 14 mm• = 9 mm• = 236 mm• = 222 mm• = 111 mm• = 4.5 mm• = 64.75 mm


• = 25 × 1 = 25.0

• = ( 25 - 0.9 ) / 2 × 1 = 12.05 × 1 = 12.1

• = 1 × ( 23.6 - 1.4 ) = 1 × 22.2 = 22.2

+ 2 + 2= 25.0 + 2 ( 12.1 + 22.2 )

σi σ2 σN2 + )2


σi

tw d2

σiσbaut

σprofil

tw

tw

t2 t2

σizin σ2 τ2

t2

t4 t2

t4 t2

t4 t2

t2

a2

cm3

tf

tw

y1

y2

y3

x1

x2

F1 cm2

F2 cm2

F3 cm2

Flas = F1 F2 F3

h

2

3

1

ywt

ft

3y

2y 1y

1x2x

x


= 93.5 cm2


• Garis netral :

• y =× + 2 ( × + × )

= 17.303 cm• x = b / 2

= 12.500 cm

• Inersia las arah x• = 25 × 1 3 / 12 + 25.00 × ( 23.6 - 17.303 ) 2 = 993.289

• = 12.05 × 1 3 / 12 + 12.05 × ( 22.2 - 17.303 ) 2 = 289.933

• = 1 × 22.2 3 / 12 + 22.20 × ( 17.303 - 11.1 ) 2 = 1766.035

= + 2 + 2= 993.289 + 2 ( 289.933 + 1766.035 )= 5105.226


• = 1 × 12.05 3 / 12 + 12.05 × 6.475 2 = 651.011

• = 22.2 × 1 3 / 12 + 22.20 × 0.45 2 = 6.346

= + 2 + 2= 1302.083 + 2 ( 651.011 + 6.346 )= 2616.797

• = + = 5105.226 + 2616.797 = 7722.023


=M' y

=9233.773 × 17.30

= 20.6917722.023

=N'

=69.386

= 0.74293.500

=D'

=94.805

= 1.01493.500

= 2 + ( + = 1.014 2 + ( 20.691 + 0.742 = 21.45687

Tebal las = × 1 = × 1 =21.45687

× 1 = 0.015 cmτ 1440


F1 y1 F2 y2 F3 y3

Flas

IX1 cm4

IX2 cm4

IX3 cm4

IX Total IX1 IX2 IX3

cm4

IY1 cm4

IY2 cm4

IY3 cm4

IY Total IY1 IY2 IY3

cm4


τX kg/cm2

ITotal

τX' kg/cm2

Flas

τY' kg/cm2

Flas


τi' τi'0.6 σlas

Nama Profil h b d t F q Cx Cy

mm mm mm mm kg/m cm cmC 200×75×20×3.2 200 75 20 3.2 11.810 9.27 10.00 2.27C 150×75×20×4.5 150 75 20 4.5 13.970 11.00 7.50 2.50C 150×65×20×3.2 150 65 20 3.2 9.567 7.51 7.50 2.11C 150×50×20×4.5 150 50 20 4.5 11.720 9.20 7.50 1.54C 150×50×20×3.2 150 50 20 3.2 8.607 6.76 7.50 1.54C 150×50×20×2.3 150 50 20 2.3 6.322 4.96 7.50 1.55C 125×50×20×4.5 125 50 20 4.5 10.590 8.32 6.25 1.68C 125×50×20×4.0 125 50 20 4.0 9.548 7.50 6.25 1.68C 125×50×20×3.2 125 50 20 3.2 7.807 6.13 6.25 1.68C 125×50×20×2.3 125 50 20 2.3 5.747 4.51 6.25 1.69C 100×50×20×4.5 100 50 20 4.5 9.469 7.43 5.00 1.86C 100×50×20×4.0 100 50 20 4.0 8.548 6.71 5.00 1.86C 100×50×20×3.2 100 50 20 3.2 7.007 5.50 5.00 1.86C 100×50×20×2.6 100 50 20 2.6 5.796 4.55 5.00 1.86C 100×50×20×2.3 100 50 20 2.3 5.172 4.06 5.00 1.86C 100×50×20×1.6 100 50 20 1.6 3.672 2.88 5.00 1.87C 75×45×15×2.3 75 45 15 2.3 4.137 3.25 3.75 1.72C 75×45×15×1.6 75 45 15 1.6 2.952 2.32 3.75 1.72C 60×30×10×2.3 60 30 10 2.3 2.872 2.25 3.00 1.06C 60×30×10×1.6 60 30 10 1.6 2.072 1.53 3.00 1.06

Nama Profil h b F q r Ix

mm mm mm mm kg/m cmWF 900×300×18×34 912 302 18 34 364.0 286 28 498000WF 900×300×16×28 900 300 16 28 309.8 243 28 411000WF 900×300×15×23 890 299 15 23 270.9 213 28 345000WF 800×300×16×30 808 302 16 30 307.6 241 28 339000WF 800×300×14×26 800 300 14 26 267.4 210 28 292000WF 800×300×14×22 792 300 14 22 243.4 191 28 254000WF 700×300×15×28 708 302 15 28 273.6 215 28 237000WF 700×300×13×24 700 300 13 24 235.5 185 28 201000WF 700×300×13×20 692 300 13 20 211.5 166 28 172000WF 600×300×14×23 594 302 14 23 222.4 175 28 137000WF 600×300×12×20 588 300 12 20 192.5 151 28 118000WF 600×300×12×17 582 300 12 17 174.5 137 28 103000WF 600×200×13×23 612 202 13 23 170.7 134 22 103000WF 600×200×12×20 606 201 12 20 152.5 120 22 90400WF 600×200×11×17 600 200 11 17 134.4 106 22 77600WF 600×200×10×15 596 199 10 15 120.5 95 22 68700WF 500×300×11×18 488 300 11 18 163.5 128 26 71000WF 500×300×11×15 482 300 11 15 145.5 114 26 60400WF 500×200×11×19 506 201 11 19 131.3 103 20 56500WF 500×200×10×16 500 200 10 16 114.2 90 20 47800WF 500×200×9×14 496 199 9 14 101.3 80 20 41900WF 450×300×11×18 440 300 11 18 157.4 124 24 56100WF 450×300×10×15 434 299 10 15 135.0 106 24 46800WF 450×200×9×14 450 200 9 14 96.76 76 18 33500WF 450×200×8×12 446 199 8 12 84.30 66 18 28700WF 400×400×45×70 498 432 45 70 770.1 605 22 298000WF 400×400×30×50 458 417 30 50 528.6 415 22 187000WF 400×400×20×35 428 407 20 35 360.7 283 22 119000WF 400×400×18×28 414 405 18 28 295.4 232 22 92800WF 400×400×16×24 406 403 16 24 254.9 200 22 78000WF 400×400×21×21 400 408 21 21 250.7 197 22 70900

cm2

tw tf

cm2 cm4

WF 400×400×13×21 400 400 13 21 218.7 172 22 66600WF 400×400×18×18 394 405 18 18 214.4 168 22 59700WF 400×400×11×18 394 398 11 18 186.8 147 22 56100WF 400×400×15×15 388 402 15 15 178.5 140 22 49000WF 400×300×10×16 390 300 10 16 136.0 107 22 38700WF 400×300×9×14 386 299 9 14 120.1 94 22 33700WF 400×200×8×13 400 200 8 13 84.12 66 16 23700WF 400×200×7×11 396 199 7 11 72.16 57 16 20000WF 350×350×14×22 356 352 14 22 202.0 159 20 47600WF 350×350×19×19 350 357 19 19 198.4 156 20 42800WF 350×350×12×19 350 350 12 19 173.9 137 20 40300WF 350×350×16×16 344 354 16 16 166.6 131 20 35300WF 350×350×10×16 344 348 10 16 146.0 115 20 33300WF 350×350×13×13 338 351 13 13 135.3 106 20 28200WF 350×250×9×14 340 250 9 14 101.5 80 20 21700WF 350×250×8×12 336 249 8 12 88.15 69 20 18500WF 350×175×7×11 350 175 7 11 63.14 50 14 13600WF 350×175×6×9 346 174 6 9 52.68 41 14 11100WF 300×300×11×17 304 301 11 17 134.8 106 18 23400WF 300×300×15×15 300 305 15 15 134.8 106 18 21500WF 300×300×10×15 300 300 10 15 119.8 94 18 20400WF 300×300×9×14 298 299 9 14 110.8 87 18 18800WF 300×300×12×12 294 302 12 12 107.7 85 18 16900WF 300×200×9×14 298 201 9 14 83.36 65 18 13300WF 300×200×8×12 294 200 8 12 72.38 57 18 11300WF 300×150×6.5×9 300 150 6.5 9 46.78 37 13 7210WF 300×150×5.5×8 298 149 5.5 8 40.80 32 13 6320WF 250×250×14×14 250 255 14 14 104.7 82 16 11500WF 250×250×9×14 250 250 9 14 92.18 72 16 10800WF 250×250×8×13 248 249 8 13 84.70 66 16 9930WF 250×250×11×11 244 252 11 11 82.06 64 16 8790WF 250×175×7×11 244 175 7 11 56.24 44 16 6120WF 250×125×6×9 250 125 6 9 37.66 30 12 4050WF 250×125×5×8 248 124 5 8 32.68 26 12 3540WF 200×200×10×16 208 202 10 16 83.69 66 13 6530WF 200×200×12×12 200 204 12 12 71.53 56 13 4980WF 200×200×8×12 200 200 8 12 63.53 50 13 4720WF 200×150×6×9 194 150 6 9 39.01 31 13 2690WF 200×100×5.5×8 200 100 5.5 8 27.16 21 11 1840WF 200×100×4.5×7 198 9 4.5 7 23.18 18 11 1580WF 175×175×7.5×11 175 175 7.5 11 51.21 40 12 2880WF 175×125×5.5×8 169 125 5.5 8 29.65 23 12 1530WF 175×90×5×8 175 90 5 8 23.04 18 9 1210WF 150×150×7×10 150 150 7 10 40.14 32 11 1640WF 150×100×6×9 148 100 6 9 26.84 21 11 1020WF 150×75×5×7 150 75 5 7 17.85 14 8 866WF 125×125×6.5×9 125 125 6.5 9 30.31 24 10 847WF 125×60×6×8 125 6 6 8 16.84 13 9 413WF 100×100×6×8 100 100 6 8 21.90 17 10 383WF 100×50×5×7 100 50 5 7 11.85 9 8 187

Ix Iy ix iy Wx Wy

cm cm721 87.5 7.81 2.72 72.1 16.7489 99.2 5.92 2.66 65.2 19.8332 53.8 5.89 2.37 44.3 12.3368 35.7 5.60 1.75 49.1 10.3280 28.3 5.70 1.81 37.3 8.2210 21.9 5.76 1.86 28.0 6.4238 33.5 4.74 1.78 38.1 10.1217 33.1 4.77 1.86 34.7 10.0181 26.6 4.82 1.85 29.0 8.0137 20.6 4.88 1.89 21.9 6.2139 30.9 3.83 1.81 27.8 9.8127 28.7 3.85 1.83 25.4 9.1107 24.5 3.91 1.87 21.4 7.8

89.7 21.0 3.93 1.90 17.9 6.780.7 19.0 3.95 1.92 16.1 6.158.4 14.0 3.99 1.95 11.7 4.537.1 11.8 2.99 1.69 9.9 4.227.1 8.71 3.03 1.72 7.2 3.115.6 3.32 2.33 1.08 5.2 1.711.6 2.56 2.37 1.11 3.9 1.3

Iy ix iy Wx Wy

cm cm15700 37.0 6.57 10921 104012600 36.4 6.38 9133 84010300 35.7 6.17 7753 68913800 33.2 6.70 8391 91411700 33.1 6.61 7300 780

9930 32.3 6.39 6414 66212900 29.4 6.87 6695 85410800 29.2 6.77 5743 720

9020 28.5 6.53 4971 60110600 24.8 6.90 4613 702

9020 24.8 6.85 4014 6017670 24.3 6.63 3540 5113180 24.6 4.32 3366 3152720 24.4 4.22 2983 2712280 24.0 4.12 2587 2281980 23.9 4.05 2305 1998110 20.8 7.04 2910 5416760 20.4 6.82 2506 4512580 20.7 4.43 2233 2572140 20.5 4.33 1912 2141840 20.3 4.26 1690 1858110 18.9 7.18 2550 5416690 18.6 7.04 2157 4471870 18.6 4.40 1489 1871580 18.5 4.33 1287 159

94400 19.7 11.1 11968 437060500 18.8 10.7 8166 290239400 18.2 10.5 5561 193631000 17.7 10.2 4483 153126200 17.5 10.1 3842 130023800 16.8 9.74 3545 1167

cm4 cm4 cm3 cm3

cm4 cm3 cm3

22400 17.5 10.1 3330 112020000 16.7 9.66 3030 98818900 17.3 10.1 2848 95016300 16.6 9.56 2526 811

7210 16.9 7.28 1985 4816240 16.8 7.21 1746 4171740 16.8 4.55 1185 1741450 16.7 4.48 1010 146

16000 15.4 8.90 2674 90914400 14.7 8.52 2446 80713600 15.2 8.84 2303 77711800 14.6 8.42 2052 66711200 15.1 8.76 1936 644

9380 14.4 8.33 1669 5343650 14.6 6.00 1276 2923090 14.5 5.92 1101 248

984 14.7 3.95 777 112792 14.5 3.88 642 91.0

7730 13.2 7.57 1539 5147100 12.6 7.26 1433 4666750 13.1 7.51 1360 4506240 13.0 7.50 1262 4175520 12.5 7.16 1150 3661900 12.6 4.77 893 1891600 12.5 4.70 769 160

508 12.4 3.30 481 67.7442 12.5 3.29 424 59.3

3880 10.5 6.09 920 3043650 10.8 6.29 864 2923350 10.8 6.29 801 2692940 10.4 5.99 720 233

984 10.4 4.18 502 112294 10.4 2.79 324 47.0255 10.4 2.79 285 41.1

2200 8.83 5.13 628 2181700 8.34 4.88 498 1671600 8.62 5.02 472 160

507 8.30 3.61 277 67.6134 8.23 2.22 184 26.8114 8.26 2.22 160 253984 7.50 4.38 329 112261 7.18 2.97 181 41.8

97.5 7.25 2.06 138 22.0563 6.39 3.75 219 75.0151 6.16 2.37 138 30.0

49.5 6.97 1.67 115 13.0293 5.29 3.11 136 47.0

29.2 4.95 1.32 66 97.0134 4.18 2.47 77 27.0

14.8 3.97 1.12 37.0 5.92

TABLE: Element Forces - FramesFrame Station OutputCase CaseType P V2 V3 TText m Text Text Kgf Kgf Kgf Kgf-m

1 0 COMB1 Combination -11581.23 2208.46 0 01 2.8125 COMB1 Combination -11581.23 1297.21 0 01 5.625 COMB1 Combination -11581.23 385.96 0 01 0 COMB2 Combination -3735.07 2208.46 0 01 2.8125 COMB2 Combination -3735.07 1297.21 0 01 5.625 COMB2 Combination -3735.07 385.96 0 01 0 COMB3 Combination -11990.36 -1844.15 0 01 2.8125 COMB3 Combination -11990.36 -1439.15 0 01 5.625 COMB3 Combination -11990.36 -1034.15 0 01 0 COMB4 Combination -4144.2 -1844.15 0 01 2.8125 COMB4 Combination -4144.2 -1439.15 0 01 5.625 COMB4 Combination -4144.2 -1034.15 0 02 0 COMB1 Combination 333.37 385.96 0 02 0.9375 COMB1 Combination 333.37 82.21 0 02 1.875 COMB1 Combination 333.37 -221.54 0 02 0 COMB2 Combination 179.53 385.96 0 02 0.9375 COMB2 Combination 179.53 82.21 0 02 1.875 COMB2 Combination 179.53 -221.54 0 02 0 COMB3 Combination -75.75 -1034.15 0 02 0.9375 COMB3 Combination -75.75 -899.15 0 02 1.875 COMB3 Combination -75.75 -764.15 0 02 0 COMB4 Combination -229.6 -1034.15 0 02 0.9375 COMB4 Combination -229.6 -899.15 0 02 1.875 COMB4 Combination -229.6 -764.15 0 03 0 COMB1 Combination -4144.2 1844.15 0 03 2.8125 COMB1 Combination -4144.2 1439.15 0 03 5.625 COMB1 Combination -4144.2 1034.15 0 03 0 COMB2 Combination -11990.35 1844.15 0 03 2.8125 COMB2 Combination -11990.35 1439.15 0 03 5.625 COMB2 Combination -11990.35 1034.15 0 03 0 COMB3 Combination -3735.08 -2208.46 0 03 2.8125 COMB3 Combination -3735.08 -1297.21 0 03 5.625 COMB3 Combination -3735.08 -385.96 0 03 0 COMB4 Combination -11581.23 -2208.46 0 03 2.8125 COMB4 Combination -11581.23 -1297.21 0 03 5.625 COMB4 Combination -11581.23 -385.96 0 04 0 COMB1 Combination -229.6 1034.15 0 04 0.9375 COMB1 Combination -229.6 899.15 0 04 1.875 COMB1 Combination -229.6 764.15 0 04 0 COMB2 Combination -75.75 1034.15 0 04 0.9375 COMB2 Combination -75.75 899.15 0 04 1.875 COMB2 Combination -75.75 764.15 0 0

4 0 COMB3 Combination 179.53 -385.96 0 04 0.9375 COMB3 Combination 179.53 -82.21 0 04 1.875 COMB3 Combination 179.53 221.54 0 04 0 COMB4 Combination 333.37 -385.96 0 04 0.9375 COMB4 Combination 333.37 -82.21 0 04 1.875 COMB4 Combination 333.37 221.54 0 05 0 COMB1 Combination 34.74 -79.76 0 05 0.78427 COMB1 Combination 17.37 -39.88 0 05 1.56854 COMB1 Combination -3.652E-09 -1.695E-10 0 05 0 COMB2 Combination 34.74 -79.76 0 05 0.78427 COMB2 Combination 17.37 -39.88 0 05 1.56854 COMB2 Combination -3.885E-09 -1.931E-10 0 05 0 COMB3 Combination 34.74 112.23 0 05 0.78427 COMB3 Combination 17.37 56.11 0 05 1.56854 COMB3 Combination 7.295E-11 -9.38E-11 0 05 0 COMB4 Combination 34.74 112.23 0 05 0.78427 COMB4 Combination 17.37 56.11 0 05 1.56854 COMB4 Combination -1.599E-10 -1.175E-10 0 06 0 COMB1 Combination -79.65 463.34 0 06 6.797 COMB1 Combination 70.91 808.96 0 06 13.59399 COMB1 Combination 221.46 1154.59 0 06 0 COMB2 Combination -124.63 316.22 0 06 6.797 COMB2 Combination 25.93 661.84 0 06 13.59399 COMB2 Combination 176.48 1007.46 0 06 0 COMB3 Combination -718.17 38.74 0 06 6.797 COMB3 Combination -567.61 -447.58 0 06 13.59399 COMB3 Combination -417.06 -933.91 0 06 0 COMB4 Combination -763.15 -108.38 0 06 6.797 COMB4 Combination -612.59 -594.71 0 06 13.59399 COMB4 Combination -462.04 -1081.04 0 07 0 COMB1 Combination -763.15 -108.38 0 07 6.797 COMB1 Combination -612.59 -594.71 0 07 13.59399 COMB1 Combination -462.04 -1081.04 0 07 0 COMB2 Combination -718.17 38.74 0 07 6.797 COMB2 Combination -567.61 -447.58 0 07 13.59399 COMB2 Combination -417.06 -933.91 0 07 0 COMB3 Combination -124.63 316.22 0 07 6.797 COMB3 Combination 25.93 661.84 0 07 13.59399 COMB3 Combination 176.48 1007.46 0 07 0 COMB4 Combination -79.65 463.34 0 07 6.797 COMB4 Combination 70.91 808.96 0 07 13.59399 COMB4 Combination 221.46 1154.59 0 08 0 COMB1 Combination 34.74 112.23 0 08 0.78427 COMB1 Combination 17.37 56.11 0 08 1.56854 COMB1 Combination 7.302E-11 -3.374E-11 0 0

8 0 COMB2 Combination 34.74 112.23 0 08 0.78427 COMB2 Combination 17.37 56.11 0 08 1.56854 COMB2 Combination -4.339E-11 -3.556E-11 0 08 0 COMB3 Combination 34.74 -79.76 0 08 0.78427 COMB3 Combination 17.37 -39.88 0 08 1.56854 COMB3 Combination 3.798E-09 -2.212E-11 0 08 0 COMB4 Combination 34.74 -79.76 0 08 0.78427 COMB4 Combination 17.37 -39.88 0 08 1.56854 COMB4 Combination 3.682E-09 -2.394E-11 0 0

M2 M3 FrameElem ElemStationKgf-m Kgf-m Text m Nmax N min D max D min M max

0 -7.276E-12 1 0 0.00 -11990.36 2208.46 -1844.15 0.000 -4929.85 1 2.8125 0.00 -11990.36 1297.21 -1439.15 4617.150 -7296.8 1 5.625 0.00 -11990.36 385.96 -1034.15 8095.230 -6.366E-12 1 00 -4929.85 1 2.81250 -7296.8 1 5.6250 0 1 00 4617.15 1 2.81250 8095.23 1 5.6250 9.095E-13 1 00 4617.15 1 2.81250 8095.23 1 5.6250 -10278.7 2 0 333.37 -229.60 385.96 -1034.15 7113.330 -10498.16 2 0.9375 333.37 -229.60 82.21 -899.15 8019.560 -10432.84 2 1.875 333.37 -229.60 0.00 -764.15 8799.240 -8278.7 2 00 -8498.16 2 0.93750 -8432.84 2 1.8750 5113.33 2 00 6019.56 2 0.93750 6799.24 2 1.8750 7113.33 2 00 8019.56 2 0.93750 8799.24 2 1.8750 -9.095E-13 3 0 0.00 -11990.35 1844.15 -2208.46 0.000 -4617.15 3 2.8125 0.00 -11990.35 1439.15 -1297.21 4929.850 -8095.23 3 5.625 0.00 -11990.35 1034.15 -385.96 7296.800 -9.095E-13 3 00 -4617.15 3 2.81250 -8095.23 3 5.6250 -9.095E-13 3 00 4929.85 3 2.81250 7296.8 3 5.6250 -9.095E-13 3 00 4929.85 3 2.81250 7296.8 3 5.6250 -7113.33 4 0 333.37 -229.60 1034.15 -385.96 10278.700 -8019.56 4 0.9375 333.37 -229.60 899.15 -82.21 10498.160 -8799.24 4 1.875 333.37 -229.60 764.15 0.00 10432.840 -5113.33 4 00 -6019.56 4 0.93750 -6799.24 4 1.875

0 8278.7 4 00 8498.16 4 0.93750 8432.84 4 1.8750 10278.7 4 00 10498.16 4 0.93750 10432.84 4 1.8750 -62.55 6 0 34.74 0.00 112.23 -79.76 88.020 -15.64 6 0.78427 17.37 0.00 56.11 -39.88 22.000 8.952E-11 6 1.56854 0.00 0.00 0.00 0.00 0.000 -62.55 6 00 -15.64 6 0.784270 1.084E-10 6 1.568540 88.02 6 00 22 6 0.784270 7.908E-11 6 1.568540 88.02 6 00 22 6 0.784270 9.798E-11 6 1.568540 10370.29 5 0 0.00 -763.15 463.34 -108.38 10370.290 6046.37 5 6.797 70.91 -612.59 808.96 -594.71 6046.370 -626.76 5 13.59399 221.46 -462.04 1154.59 -1081.04 0.000 8370.29 5 00 5046.37 5 6.7970 -626.76 5 13.593990 -6711.22 5 00 -5321.77 5 6.7970 -626.76 5 13.593990 -8711.22 5 00 -6321.77 5 6.7970 -626.76 5 13.593990 -8711.22 7 0 0.00 -763.15 463.34 -108.38 10370.290 -6321.77 7 6.797 70.91 -612.59 808.96 -594.71 6046.370 -626.76 7 13.59399 221.46 -462.04 1154.59 -1081.04 0.000 -6711.22 7 00 -5321.77 7 6.7970 -626.76 7 13.593990 8370.29 7 00 5046.37 7 6.7970 -626.76 7 13.593990 10370.29 7 00 6046.37 7 6.7970 -626.76 7 13.593990 88.02 8 0 34.74 0.00 112.23 -79.76 88.020 22 8 0.78427 17.37 0.00 56.11 -39.88 22.000 6.495E-11 8 1.56854 0.00 0.00 0.00 0.00 0.00

0 88.02 8 00 22 8 0.784270 6.416E-11 8 1.568540 -62.55 8 00 -15.64 8 0.784270 -4.701E-11 8 1.568540 -62.55 8 00 -15.64 8 0.784270 -4.78E-11 8 1.56854

M min N Ekstrem D EkstremM Ekstrem0.00 11990.36 2208.46 0.00

-4929.85 11990.36 1439.15 4929.85-7296.80 11990.36 1034.15 8095.23

333.37 1034.15 10278.70333.37 899.15 10498.16333.37 764.15 10432.84

11990.35 2208.46 0.0011990.35 1439.15 4929.8511990.35 1034.15 8095.23

333.37 1034.15 10278.70333.37 899.15 10498.16333.37 764.15 10432.84

-10278.70 34.74 112.23 88.02-10498.16 17.37 56.11 22.00-10432.84 0.00 0.00 0.00

763.15 463.34 10370.29612.59 808.96 6321.77462.04 1154.59 626.76763.15 463.34 10370.29612.59 808.96 6321.77462.04 1154.59 626.76

34.74 112.23 88.0217.37 56.11 22.00

0.00 0.00 0.000.00

-4617.15-8095.23

-7113.33-8019.56-8799.24

-62.55-15.64

0.00

-8711.22-6321.77

-626.76

-8711.22-6321.77

-626.76

-62.55-15.64

0.00

Tugas Perencanaan Baja

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