Rencanakan sambungan berikut

= 240 Mpa = 825 Mpa

= 370 Mpa

200

40 75 40 tebal pelat =lebar pelat =

2020 Ton

= 380.13 m = 1

= 3,200.00 = 0.4

= 2,393.60 = 0.5

Leleh = 691,200.00 N

Retak = 664,224.00 N = drat terkena bidang geser

= drat tidak terkena bidang geser

Tinjauan Tahanan BautGeser

= 94,082.85 N 9.41 ton/baut

Tumpu

= 234,432.00 N 23.4432 ton/baut

= 376,331.38 N > 200000 NOK

fy fub

fu

Ab mm2

Ag mm2 r1

Ae mm2 r2

Ø . Tn = Ø . Ag . Fy

Ø . Tn = Ø . Ae . Fu r1

r2

Ø . Rn = Ø . r1 . Fub . Ae

Ø . Rn = Ø . 2,4 . db . Fup . tp

Ø . Tn-4baut

tolerensi = 3.2 mm

diameter baut = 22 mm

16 mm200 mm

drat terkena bidang geser

drat tidak terkena bidang geser

Rencanakan sambungan berikut

= 410 Mpa = 825 Mpa

= 550 Mpa

150

30 60 30 tebal pelat =lebar pelat =

2040 Ton

20

= 283.53 m = 2

= 1,500.00 = 0.4

= 1,056.00 = 0.5

Leleh : = 553,500.00 N

Retak : = 435,600.00 N = drat terkena bidang geser

= drat tidak terkena bidang geser

Tinjauan Tahanan BautGeser

= 140,346.72 N 14.03 ton/baut

Tumpu

= 188,100.00 N 18.81 ton/baut

= 561,386.90 N > 400,000 NOK

fy fub

fu

Ab mm2

Ag mm2 r1

Ae mm2 r2

Ø . Tn = Ø . Ag . Fy

Ø . Tn = Ø . Ae . Fu r1

r2

Ø . Rn = Ø . r1 . Fub . m . Ae

Ø . Rn = Ø . 2,4 . db . Fup . tp

Ø . Tn-4baut

tolerensi = 3.2 mm

diameter baut = 19 mm

10 mm150 mm

drat terkena bidang geser

drat tidak terkena bidang geser

Rencanakan sambungan berikut

= 240 Mpa = 825 Mpa

= 370 Mpa DL = 3 Ton

= 1.2DL + 1.6LL LL = 15 Ton= 27.6 Ton

250

30 60 30 tebal pelat =lebar pelat =

13.827.6

13.8

= 283.53 m = 2

= 1,500.00 = 0.4

= 1,233.60

= 1,275.00

= 1,233.60 = 0.5

Leleh : = 324,000 N

Retak : = 342,324 N = drat terkena bidang geser

= drat tidak terkena bidang geser

Tinjauan Tahanan BautGeser

= 175,433 N 17.54 ton/baut

Tumpu

= 75,924 N 7.59 ton/baut

= 303,696 N > 276,000 N

fy fub

fu

Tu

Ab mm2

Ag mm2 r1

An mm2

An-max mm2

Ae mm2 r2

Ø . Tn = Ø . Ag . Fy

Ø . Tn = Ø . Ae . Fu r1

r2

Ø . Rn = Ø . r2 . Fub . m . Ae

Ø . Rn = Ø . 2,4 . db . Fup . tp

Ø . Tn-4baut

OK

30

190

30

30 60

Jarak baut ke tepi = 28.5 mmdigunakan = 30 mm

Jarak antar baut = 57 mmdigunakan = 60 mm

Cek geser balok

= 680.4

= 226.8

= 1080

= 360

Periksa terhadap blok geser

= 151048.8 N

= 83916 N

Fu . Ant < 0.6 . Fu . AnvTn = 0.6 . Fu . Anv + Fy . Agt

= 237448.8 N

= 178086.6 N < 276,000 NRedesign

Jarak perlu dilonggarkan, syarat SNI minimal 3d

50

1.5 db

3.0 db

Anv mm2

Ant mm2

Agv mm2

Agt mm2

0.6 . Fu . Anv Fu . Ant > 0.6 . Fu . Anv

Fu . Ant

Fu . Ant < 0.6 . Fu . Anv

Tn

Ø . Tn

150

50

50 80

Jarak baut ke tepi = 28.5 mmdigunakan = 30 mm

Jarak antar baut = 57 mmdigunakan = 60 mm

Cek geser balok

= 1160.4

= 466.8

= 1560

= 600

Periksa terhadap blok geser

= 257608.8 N

= 172716 N

Fu . Ant < 0.6 . Fu . AnvTn = 0.6 . Fu . Anv + Fy . Agt

= 401608.8 N

= 301206.6 N > 276,000 NOK

OK, Jarak tetap

1.5 db

3.0 db

Anv mm2

Ant mm2

Agv mm2

Agt mm2

0.6 . Fu . Anv Fu . Ant > 0.6 . Fu . Anv

Fu . Ant

Fu . Ant < 0.6 . Fu . Anv

Tn

Ø . Tn

tolerensi = 3.2

diameter baut = 19

6 mm250 mm

Ton

drat terkena bidang geser

drat tidak terkena bidang geser

Tn = 0.6 . Fy . Agv + Fu . Ant

Tn = 0.6 . Fu . Anv + Fy . Agt

Tn = 0.6 . Fy . Agv + Fu . Ant

Tn = 0.6 . Fu . Anv + Fy . Agt

Hitung kapasitas 1 baut

Jumlah baut = 6 buah

12 ton100 75

75

75

e = 125 mmM = P. e = 1500 ton.mm

= 37500

Pada baut No. 4= 3 ton

= 2 ton

= 2 ton

Pu =

mm2

41

2

3

6

Ry

Ry

Ry

Ry

Rx Rx

RxRx

Ry Ry

5

Gaya total pada baut No. 4

= 5 ton

Hitung kapasitas 1 bautJumlah baut = 4 buah α = 36.8699 °

= 0.75e = 160 mmM = P. e = 800 ton.mm

= 32500 160

150

100

Gaya pada baut no. 2

= 1.846154 ton = 1.230769 ton

= = 1 ton

= = 0.75 ton

Total Gaya R pada baut no. 2

= 3.4675695323293 ton

tan α

mm2

RH

RV

21

3

Rx

Rx

Ry

4Ry

Rv

α

Pu = 5 ton

Rh

= 240 Mpa

= 370 Mpa

= 825 Mpadiameter baut = 22 mm

m = 2

= 0.4 = drat terkena bidang geser

= 0.5 = drat tidak terkena bidang geser

= 380.13

POLA BAUT IPu = 9.324 ton

50

60

60

50

184 72 184

tebal pelat = 10 mm

e = 440 mmM = P .e = 4102.56 ton.mm

= 70 mm= 12.9447 ton

fy

fu

fub

r1 r1

r2 r2

Ab mm2

r3

Ternyata pola baut II lebih baik,gaya yang dipikul tiap baut sama besar dan lebih kecil daripada gaya maksimum baut 1 pada pola I

Tinjauan Tahanan BautGeser

= 23.52 ton/baut

Tumpu

= 14.652 ton/baut

Ø . Rn = Ø . r2 . Fub . m . Ab

Ø . Rn = Ø . 2,4 . db . Fup . tp

drat tidak terkena bidang geser

POLA BAUT IIPu = 9.324 ton

140

220 220

tebal pelat = 10 mm

e = 440 mmM = P .e = 4102.56 ton.mm

r = 70 mm= 9.768 ton

Ternyata pola baut II lebih baik,gaya yang dipikul tiap baut sama besar dan lebih kecil daripada gaya maksimum baut 1 pada pola I

Sketsa100 75

P = 40 ton

DiketahuiSambungan Tipe Tumpu

= 75

75e = 125

75 = 825

= 22IC m = 1

= 156804.74 N

coba : = 75

Baut1 25 75 79.057 4.664 142950.63 45204.958 11301239.412 25 0 25.000 1.475 100532.09 100532.085 2513302.133 25 -75 79.057 4.664 142950.63 45204.958 11301239.414 125 75 145.774 8.600 154019.14 132070.319 22451954.195 125 0 125.000 7.374 152235.25 152235.246 19029405.716 125 -75 145.774 8.600 154019.14 132070.319 22451954.19

145.774 8.600 Σ R 607317.884 89049095.05

= = 607318 N = 60.73178838

= = 445245 N = 44.52454752

coba : = 51.46

Baut1 1.46 75 75.014 5.113 145302.50 2828.020 10899752.032 1.46 0 1.460 0.100 26338.69 26338.695 38454.493 1.46 -75 75.014 5.113 145302.50 2828.020 10899752.034 101.46 75 126.171 8.600 154019.14 123853.947 19432754.625 101.46 0 101.460 6.916 151301.19 151301.189 15351018.626 101.46 -75 126.171 8.600 154019.14 123853.947 19432754.62

r0

fub

db

r0

xi yi di Δi Ri Ri.xi/di Ri.di

dmax

Pn-perlu

Pn-perlu

r0

xi yi di Δi Ri Ri.xi/di Ri.di

126.171 8.600 Σ R 431003.817 76054486.40

= = 431004 N = 43.100

= = 431001 N = 43.100

JADI == 43.100 ton > 40 ton

OK

dmax

Pn-perlu

Pn-perlu

Rn Ultimate Phitung

mm

Mpa

mm

ton

ton

ton

ton

Sketsa100 75

P = 15 ton

DiketahuiSambungan Tipe Friksi

75e = 125 mm

75 = 585 Mpa

= 22 mmIC m = 1

= 380.13271

= 65962.77 N

coba : = 55 = 0.049

Baut1 5 75.049 75.215 0.066 1128.9682 5 0.049 5.000 1.000 0.0493 5 -74.951 75.118 0.067 -1126.0284 105 75.049 129.063 0.814 92.2485 105 0.049 105.000 1.000 0.0496 105 -74.951 129.006 0.814 -92.087

Σ 518.403 3.760 3.199

= = 211023.4 N = 21.102 ton

= = 248050.14 N = 24.805 ton

= = 189973.86 N = 18.997 ton

JADI == 18.997 ton > 15 ton

OK

fub

db

Ab mm2

r0x r0y

xi yi di xi/di yi/di

Pn-perlu

Pn-perlu

Pn-perlu

Rn Ultimate Phitung

Mutu baut A325Beban mati = 10 %

beban hidup = 90 %Pu = 54.6 tonTu = 43.68 tonVu = 32.76 ton

jumlah baut = 6 buah

= 22 mm

= 825 Mpa

= 585 Mpam = 1r = 0.5

ulir tidak terkena bidang geser

x = 4

y = 4

Tur = 5

Vu 35

Sambungan tipe tumpuGESER

<

= 143.6340 MPa < 309.375 MPaRedesign

atau= 2.79

= 117603.56 N dipakai 6 baut supaya mudah

TARIK

= 591.55 Mpa

= 2.59

= 168650.32 N dipakai 6 baut supaya mudah

db

fu

fupl

x

yr

atau>

= 168650.32 N > 72800 NSambungan Tarik OK !

FRIKSI

= 65962.7663 N

>

49472.07 < 54600Redesign

546000 N436800 N327600 N

Ton

baut

baut

Fy = 400 Mpa Pu = 300,000 NFc' = 15 Mpa

Pu = 300 kN 4

= 120 kNm

= 100 kNm

= 80 kNm M1b = 8,000,000 Nmm

= 120 kNm 6b = 300 mmh = 300 mmd' = 30 mm M2b = 12,000,000 Nmmd' = 270 mm

5

= 6.750E+08 = 18203.021727 Mpa =

= 3.335054E+12 = 1.667527E+12 Nmm2

A

= 2.273

= 2.000

B

V3 =

MUD

MUL

M1b

M2b V2 =

V1 =

Ig mm4 Ec βd

EIk Nmm2 EIb

A

B

Momen yang berpengaku = 1Berpengaku Tanpa Pengaku

k = 0.91364

k = 0.95

dipilih yang terkecil, k = 0.913636

= 86.60254

0.8666666667 > 0.4 108 >0.866667 Kolom Langsing

= 1.10E+06 N

= 1.59 > 11.59

δb . M2b

Sehinnga Momen menjadi 191.34 kNm

k=0,7 + 0,05 (ΨA + ΨB) Ψmin < 2

k = 0,85 + 0,05 . Ψmin

Ψmin >= 2

Cm =

Mlangsing =

Mlangsing =

7

m

4 5

m 1

2 3

6

m

5 6

0.473684

h1 (m) h2 (m)

A

B

k = 1.559

k = 1.558846

26Kolom Langsing

3 m

3.5 m

6 m 9 m

ASLI

Menurut :1. FURLONG (1971)

Unbraced

2. DUAN KING CHEN (1993)

Unbraced

dimana :

3. FRENCH

A D G

HEB

C F I

Unbraced

Profil baja yang terpasang

AB WF 200 200 8 12 46,104,917.33 3500BC WF 200 200 8 12 46,104,917.33 3000DE WF 250 125 6 9 38,929,334.00 3500EF WF 250 125 6 9 38,929,334.00 3000GH WF 200 200 8 12 46,104,917.33 3500HI WF 200 200 8 12 46,104,917.33 3000BE WF 450 200 9 14 322,589,452.67 6000CF WF 400 200 8 13 229,648,682.67 6000EH WF 450 300 11 18 569,221,182.00 9000FI WF 400 300 10 16 395,629,226.67 9000

faktor G tiap-tiap join

joinA 10.0000B 0.5309C 0.4015D 10.0000E 0.2060F 0.1578G 10.0000H 0.4513I 0.3496

ELEMENT STRUKTUR

Momen Inersia Ix (mm4) Panjang L

(mm)

I

L

13,172.8315,368.3111,122.6712,976.4413,172.8315,368.3153,764.9138,274.7863,246.8043,958.80