Rencanakan akan sambungan berikut

fy = 240 Mpa fub = 825 Mpa toleransi

fup = 370 Mpa diameter baut

200

40 75 40 tebal pelat
lebar pelat

20 20

Ab = 380.1327 mm2 m= 1
Ag = 3200 mm2 r1 = 0.4
Ae = 2393.6 mm 2 r2 = 0.5

Leleh : ɸ.Tn = ɸ.Ag.fy = 691200 N

Retak : ɸ.Tn = ɸ.Ae.fu = 664224 N > 200000 N ok
r1 = drat terkena bidang geser
Tinjau tahanan baut r2 = drat tidak terkena bidang geser
Geser
ø.Rn = ø.r1.fub.m.Ab = 94082.85 N 9.408285 ton/baut minimal
Tumpu
ø.Rn = ø.2,4.db.tp.fub = 234432 N 23.4432 ton/baut
Jumlah N baut = 4 Baut
ɸ Tn-4 baut = 376331.4 N > 200000 N ok
 3.2 mm
22 mm

= 16 mm
= 200 mm

ton

a bidang geser

3 baut
Rencanakan akan sambungan berikut
fy = 410 Mpa fub = 825 Mpa toleransi
fup = 550 Mpa diameter baut

200

30 60 30 tebal pelat
lebar pelat
20
40
20

Ab = 283.5287 mm2 m= 2
Ag = 1500 mm2 r1 = 0.4
Ae = 1056 mm 2 r2 = 0.5

Leleh : ɸ.Tn = ɸ.Ag.fy = 553500 N

Retak : ɸ.Tn = ɸ.Ae.fu = 435600 N > 400000 N ok
r1 = drat terkena bidang geser
Tinjau tahanan baut r2 = drat tidak terkena bidang geser
Geser
ø.Rn = ø.r1.fub.m.Ab = 140346.7 N 14.03467 ton/baut minimal
Tumpu
ø.Rn = ø.2,4.db.tp.fub = 188100 N 18.81 ton/baut
jumlah N baut = 4 Baut
ɸ Tn-4 baut = 561386.9 N > 400000 N ok
 3.2 mm
19 mm

= 10 mm
= 150 mm

ton

a bidang geser

3 baut
Rencanakan akan sambungan berikut
fy = 240 Mpa fub = 825 Mpa
fup = 370 Mpa
Tu = 1.2DL+1.6LL DL = 3 Ton
= 27.6 T LL = 15 Ton

250

30 60 30

13.8

13.8

Ab = 283.528737 mm2 m= 2
Ag = 1500 mm2 r1 = 0.4
An = 1233.6 mm2
An-max = 1275 mm2
Ae = 1233.6 mm2 r2 = 0.5

Leleh : ɸ.Tn = ɸ.Ag.fy = 324000 N

Retak : ɸ.Tn = ɸ.Ae.fu = 342324 N > 276000 N
r1 = drat terkena bidang geser
Tinjau tahanan baut r2 = drat tidak terkena bidang geser
Geser
ø.Rn = ø.r1.fub.m.Ab = 175433.406 N 17.54334 ton/baut
Tumpu
ø.Rn = ø.2,4.db.tp.fup = 75924 N 7.5924 ton/baut
jumlah N baut = 4 Baut
ɸ Tn-4 baut = 303696 N > 276000 N
 30 60

jarak baut ke tepi 1.5 db = 28.5 mm

digunakan = 30 mm
jarak antar baut 3.0db = 57 mm
digunakan = 60 mm

cek geser blok

Anv = 680.4 mm2
Ant = 226.8 mm2 fy =
Agv = 1080 mm2 fup =
Agt = 360 mm 2

Periksa terhadap blok geser

0.6Fu.Anv = 151048.8 N Fu.Ant > 0,6.Fu.Anv
Fu.Ant = 83916 N Tn = 0,6.Fy.Agv + Fu.Ant

Fu.Ant < 0,6.Fu.Anv Fu.Ant < 0,6.Fu.Anv

Tn = 0,6.Fu.Anv + Fy.Agt Tn = 0,6.Fu.Anv + Fy.Agt
Tn = 237448.8 N
ø.Tn = 178086.6 N < 276000
redesign,AKAN TERJADI BLOK GESER

jarak perlu dilonggarkan, syarat SNI minimal 3d

50 80

jarak baut ke tepi digunakan = 50 mm

jarak antar baut digunakan = 80 mm

cek geser blok
Anv = 1160.4 mm2
Ant = 466.8 mm2 fy =
Agv = 1560 mm2 fup =
Agt = 600 mm 2

Periksa terhadap blok geser

0.6Fu.Anv = 257608.8 N Fu.Ant > 0,6.Fu.Anv
Fu.Ant = 172716 N Tn = 0,6.Fy.Agv + Fu.Ant

Fu.Ant < 0,6.Fu.Anv Fu.Ant < 0,6.Fu.Anv

Tn = 0,6.Fu.Anv + Fy.Agt Tn = 0,6.Fu.Anv + Fy.Agt
Tn = 401608.8 N
ø.Tn = 301206.6 N > 0
OK

OK, jarak tetap

 toleransi 3.2 mm
diameter baut 19 mm

tebal pelat = 6 mm
lebar pelat = 250 mm

27.6 ton

ok
drat terkena bidang geser
drat tidak terkena bidang geser

minimal 4 baut 140346.7

169290

ok

30

190 jumlah baut per baris

 2

30

240 Mpa
370 Mpa

0,6.Fu.Anv
y.Agv + Fu.Ant

0,6.Fu.Anv
u.Anv + Fy.Agt

ADI BLOK GESER

50

150 jumlah baut per baris

2

50
 240 Mpa
370 Mpa

0,6.Fu.Anv
y.Agv + Fu.Ant

0,6.Fu.Anv
u.Anv + Fy.Agt
Hitung kapasitas 1 baut
jumlah baut = 6 buah

100
50 50 75

Pu =

75

75

P
Rh

e = 125 mm
M= P.e = 1500 ton.mm
∑x2 + y2 = 37500 mm2
=
pada baut no. 4

= 3 ton =

Rv = P/N
= 2 ton

gaya total pada baut no.4

= 5 ton

x y Rx Ry Rv
R1 -50 75 3 -2 2
R2 -50 0 0 -2 2
R3 -50 -75 -3 -2 2
R4 50 75 3 2 2
R5 50 0 0 2 2
R6 50 -75 -3 2 2
 12 ton

= 0
= 0

2 ton

Rtotal
3
0
3
5
4
5
 jumlah baut = 4 buah
tan α = 0.75 α= 36.8699
e = 160 mm
M= P.e = 800 ton.mm
∑x2 + y2 = 32500 mm2

160

75
150
75

50 50

gaya pada baut no.2

= 1.846 ton

1 ton

0.75 ton
total gaya R pada baut 2

3.468 ton

x y Rx Ry
R1 -50 75 1.846 -1.231
R2 50 75 1.846 1.231
R3 -50 -75 -1.846 -1.231
R4 50 -75 -1.846 1.231
Pu = 5 ton

= 1.23 ton
Rv Rh Rtotal
1 0.75 2.61
1 0.75 3.42
1 0.75 1.12
1 0.75 2.49
Sketsa :
100 75

p=

Diketahui :
r0

75 e
fub
db
75 m
A

IC
Rni = 0.5 * Fub * Ab*m = 156804.7 N

coba r0 = 75
X0 Y0 baut Xi Yi di ∆i Ri
-50 75 1 25 75 79.057 4.664 142950.63
-50 0 2 25 0 25.000 1.475 100532.09
-50 -75 3 25 -75 79.057 4.664 142950.63
50 75 4 125 75 145.774 8.600 154019.14
50 0 5 125 0 125.000 7.374 152235.25
50 -75 6 125 -75 145.774 8.600 154019.14
dmax 145.774 8.600
145.774 8.600 154019.14

Pn-perlu = ∑Ri.xi /di = 607318 N N=

Pn-perlu = ∑Ri.di/r0+e = 445245 N N=

coba r0 = 51.46
X0 Y0 baut Xi Yi di ∆i Ri
-50 75 1 1.46 75 75.014 5.113 145302.50
-50 0 2 1.46 0 1.460 0.100 26338.69
-50 -75 3 1.46 -75 75.014 5.113 145302.50
50 75 4 101.46 75 126.171 8.600 154019.14
50 0 5 101.46 0 101.460 6.916 151301.19
50 -75 6 101.46 -75 126.171 8.600 154019.14
dmax 126.171 8.600

Pn-perlu = ∑Ri.xi /di = 431004 N N=

Pn-perlu = ∑Ri.di/r0+e = 431001 N N=

JADI Rn Ultimate = Phitung

= 431001 ton > 40
ok
 40 ton

= 75 perkiraan

= 125
= 825
= 22
= 1
= 380.1327110844

Ri.Xi/di Ri.di
45204.95764 11301239.41042
100532.0853 2513302.132686
45204.95764 11301239.41042
132070.3188 22451954.19033
152235.2457 19029405.71294
132070.3188 22451954.19033
607317.884 89049095.047
132070.3188 22451954.19033

60.7318 ton

44.5245 ton
Ri.Xi/di Ri.di
2828.019511 10899752.0263
26338.69475 38454.49433913
2828.019511 10899752.0263
123853.9471 19432754.61652
151301.1889 15351018.62252
123853.9471 19432754.61652
431003.817 76054486.403

43.1004 ton

43.1001 ton

ton
Mutu baut A325

Tu

35 ton

r= 5

Smabungan tipe tumpu

GESER

<

= 143.6340478152 Mpa < 309.375 Mpa

sambungan geser OK

atau
= 117,603.56 N dipakai 6

TARIK

= 591.55 Mpa =

= 168,650.32 N dipakai 6 baut supaya mudah

atau Ø.Rn > Tu/n

168,650.32 N > 72800 N
Sambungan tarik OK
FRIKSI

= 65,962.7663 N

Ø.Vn > Vu/n

49,472.07 N < 54600 N
 Beban mati = 10 %
Beban hidup = 90 %
Pu = 54.6 ton
Tu = 43.68 ton
Vu = 32.76 ton
jumlah baut = 6 buah
db = 22 mm
fu = 825 Mpa
fupl = 585 Mpa
m = 1
r = 0.5
Ab = 380.1327
ulir tidak terkena bidang geser
x= 4
y= 3

= 2.09

baut supaya mudah

2.59 baut

baut supaya mudah

1.414214
 beban hidup
beban mati
Ru
db
fu
fups
(fu proof stress)
Ab
Lebar profil
Jarak baut
Ap

1.52 R
R

Tb

R atau P

ulir tidak terkena bidang geser

jadi gaya tarik akhir yang bekerja pada baut adalah Tf =

beban hidup = 20 %
beban mati = 80 %
= 1.52 R
= 22 mm
= 825 Mpa
= 585 Mpa
(fu proof stress)
= 380.1327 mm2
Lebar profil = 70 mm
Jarak baut = 85.71 mm
= 6000 mm2

= 176,405.34 N
= 116,056.14 N

Tb = fups.0.75.Ab
= 166,783.23 N

= 116,056.14 N

= 15.78

ulir tidak terkena bidang geser

173,697.93 N

17,370 ton
 beban mati = 20 %
beban hidup = 80 %
Pu = 1.52 P =
jumlah baut = 8 buah
Vu = 0.19 P =
db = 19 mm
fu = 825 Mpa
fups = 585 Mpa
m= 1
r= 0.5
Ab = 283.53 mm2
Mu = 31,920,000 Nmm

75
pu = 280000 N

1/2 .s = 40 mm

s=3x 80 mm

1/2 .s = 40 mm

= 112,218.75 N

= 87,716.7 N
 = 23.45 Mpa

ft = 807 - 1.5 fuv

= 771.82 >
pakai = 621.00 Mpa

periksa
Vu < Vn = 53,200 <
Tu < T n = 112,218.75 <
OK

Vnt < Vut = 701,734 <

OK
425,600 N

53,200 N

d= 320 mm
 621 Mpa

87,716.7 N OK
132,053.51 >>>>>> 0.75*PAKAI*Ab

425,600.0 N