lrfd pak taufik
DESCRIPTION
pak taufik minggu 1TRANSCRIPT
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