PERHITUNGAN ATAP : ( ATAP BANGUNAN MULTIPURPOSE)
Kuda - kuda atap : WF Cas 600 x 200 x 8 x 13
Kuda - kuda atap : WF 250 x 125 x 6 x 9
Pembebanan :
Pembebanan :
Beban pada atap Q =
:
Jarak Kuda - kuda = Jarak Kuda - kuda =
57 kg/m2
Beban pada atap Q =
2.5 m 2m
Jarak Gording = Jarak Kuda - kuda =
:
57 kg/m2 1.5 m 2.5 m
Beban pada Kuda - kuda WF :
Beban pada Kuda - kuda WF :
Beban terbagi rata q = Q x L = 57 x 2,5
Beban terbagi rata q = Q x L = 57 x 1,5
q =
q =
142.5 kg/m'
85.5 kg/m'
Beban terpusat P1 = (57 x 2,5) x (4 + 3,25)
Beban terpusat P1 = (57 x 2,5) x (4 + 3,25)
P1 =
P1 =
1033.125 kg
1033.125 kg
Beban terpusat P2 = (57 x 2,0) x (3,25 + 2,75) P2 =
684 kg
Kuda - kuda atap : WF 200 x 100 x 5,5 x 7
Kuda - kuda atap : WF 350 x 175 x 7 x 11
Pembebanan :
Pembebanan :
Beban pada atap Q =
:
Jarak Kuda - kuda =
57 kg/m2
Beban pada atap Q =
2.5 m
Jarak Kuda - kuda =
:
57 kg/m2 3.3 m
Beban pada Kuda - kuda WF :
Beban pada Kuda - kuda WF :
Beban terbagi rata q = Q x L = 57 x 2,5
Beban terbagi rata q = Q x L = 57 x 3,3
q =
q =
142.5 kg/m'
188.1 kg/m'
PERHITUNGAN IKATAN ANGIN ATAP b = arc tan ( 5.75 /
6 ) =
43.76
0
PEMBEBANAN A. Beban Tetap B. Beban Sementara
(N) (N)
= N/cos b = N/cos b
= =
1175.46 1944.60
/cos /cos
43.76 = 43.76 =
PERHITUNGAN BATANG TARIK f > L/500 = 600 / cos 43.76 / 500 = A. Beban Tetap A = N/s = 1628.09 / 1600 = 1.02 cm^2 d = (4*A/3.14)^0.5 = 1.14 cm B. Beban Sementara A = N/s = 2693.39 / 2080 = 1.29 cm^2 d = (4*A/3.14)^0.5 = 1.28 cm Jadi dipakai besi beton f 16 mm
1.6621 cm
KONTROL TERHADAP SYARAT PPBBI (pasal 7.4.2) h/L >= (0.25*Q/(E*Atepi))^0.5 h = 6 m L = ( 40 + 2* 1.5 ) / cos 15 = 44.518 m Q = n*q*L*dk = 2 * 30.33 * 44.518 * 6 = 16200.311 kg Atepi = b * ts = 125 * 9 = 1125 mm^2 = 11.25 cm^2 6 / 44.518 >= (0.25* 16200.311 / (2.1*10^6* 11.25 ))^0.5 0.13 >= 0.01 .... OK
1628.09 2693.39
kg kg
PERHITUNGAN GORDING DATA :
GORDING : 125.50.20.2,3 CNP 0
KEMIRINGAN ATAP (a) = 15 JARAK GORDING (Lg) = 1.5 m JARAK SAGROD (Ls) = 2 m JARAK KAP (L) = 6 m BERAT ATAP = 7 kg/m^2 LEBAR BENTANG = 40 m JARAK GRID VERTIKAL PERTAMA (KANOPI) JARAK VERTIKAL KEDUA JARAK ANTAR GRID VERTIKAL JUMLAH GORDING PADA L1 JUMLAH GODING PADA L2 JUMLAH GORDING PADA L3 TINGGI KOLOM
h = b = A = W = Ix = Iy = (L1) = (L2) = (L3) = = = = (hk) =
125 50 5.747 4.51 137 20.6 1.5 5.75 5.75 2 5 5 6
mm mm cm^2 kg/m cm^4 cm^4 m m m buah buah buah m
ts = tb = ix = iy = Wx = Wy =
2.3 2.3 4.88 1.89 21.9 6.22
mm mm cm cm cm^3 cm^3
PEMBEBANAN : A. Beban Mati : - Beban Atap - Berat Sendiri Gording - Berat Alat Penyambung B. Beban Hidup - Beban Air Hujan (Qh)
= 7 = = 0.1*(
* 10.5
1.5
= = + 4.51 ) = Qm =
= 40-0.8* a = 20 * 1.5 * cos =
a
- Beban Terpusat (P) C. Beban Angin Angin dari sampin kiri = kanan - Di pihak angin = (0.02*a-0.4) * 25 * Lg - Di belakang angin = - 0.4 * 25 * Lg Angin dari depan = - 0.4 * 25 * Lg
10.5 4.51 1.50 16.51
kg/m kg/m kg/m kg/m
= = =
28 kg/m^2 ..harus<=20 kg/m^2 28.98 kg/m 100 kg
= = =
-3.75 kg/m -15 kg/m -15 kg/m
PERHITUNGAN MOMEN A. Akibat Beban Mati Mmx = 1/8 * Qm * cosa * L^2 = 71.77 Mmy = 1/8 * Qm * sina * Ls^2 = 2.14 B. Akibat Beban Hidup - Beban Air Hujan Mhhx = 1/8 * Qh * cosa * L^2 = 125.95 Mhhy = 1/8 * Qh * sina * Ls^2 = 3.75 - Beban Pekerja Mhpx = 1/4 * P * cos a * L = 144.88 Mhpy = 1/4 * P * sin a * Ls = 12.95 C. Akibat Beban Angin - Di Pihak Angin : Max = 1/8 * Qa - Di Belakang Angin : Max = 1/8 * Qa - Angin dari depan : Max = 1/8 * Qa
Kombinasi Pembebanan :
kg m kg m
kg m kg m kg m kg m * L^2 * L^2 * L^2
= = =
+
-16.88 kg m -67.5 kg m -67.5 kg m
A. Pembebanan Tetap (Beban Mati + Hidup) Mx = 71.77 + 144.88 = 216.65 kg m My = 2.14 + 12.95 = 15.088 kg m B. Pembebanan Sementara (Beban Tetap + Angin Samping) Mx = 71.77 + 0 = 71.77 kg m My = 2.14 + 0 = 2.14 kg m c. Pembebanan Sementara (Beban Tetap + Angin Depan) Mx = 71.77 + -67.5 = 4.27 kg m My = 2.14 + 0 = 2.14 kg m Kontrol Tegangan : smax = Mx/Wx + My/ Wy = 1231.81 kg/cm^2 ... Harus <= 1600 kg/cm^2 Kontrol Lendutan : - Akibat Beban Terpusat terhadap Sumbu Y f = 3.3 cm fy = Py*Ls^3/(48*E*Iy) = 0.0998 cm .... < 3.3 cm - Akibat Beban Mati + Hidup f = 1/180 * L = 3.33 cm - Beban Mati + Air Hujan fx = 5*Qx*L^4/(384*E*Ix) = 2.67 cm .... < 3.33 cm fy = 5*Qy*Ls^4/(384*E*Iy) = 0.56 cm .... < 3.33 cm - Beban Mati + Pekerja fx = 5*Qx*L^4/(384*E*Ix) + Px*L^3/(48*E*Ix) = 2.45 cm .... < fy = 5*Qy*Ls^4/(384*E*Iy) + Py*Ls^3/(48*E*Iy) = 0.12 cm .... <
3.33 3.33
PERHITUNGAN GAYA NORMAL TEKAN PADA GORDING Hubungan Gording dengan Rafter Direncanakan rafter CASTELLA 375.125 h = 375 mm tb = 6 mm b = 125 mm ts = 9 mm Pkuda-kuda = Asayap *s = (b*ts)*1600 = 18000 kg P' = 0.01*Pkuda-kuda = 180 kg Hubungan Gording dengan Ikatan Angin P" = P'+0.005*n*dk*dq*q .... q = 16.51 / = 180 + 0.005*2* 6 * 1.5 * 30.33 = 182.73 kg
1.5 +
20
* cos
Pengaruh Angin Pada Gording R1' = 0 kg R2' = 0.5*0.5*L2/2*(2*hk+L2/2*tana)*0.9*25 = 206.53 kg R3' = 0.5*0.5*(L2+L3)/2*(2*hk+L2/2*tana+(L2+L3/2)*tana)*0.9*25 = 487.83 kg R4' = 0.5*0.5*L3/2*(2*hk+(L2+L3/2)*tana+(L2+L3)tana)*0.9*25 = 281.31 kg Kombinasi Pembebanan - Akibat Beban Tetap R1 = P' = R2 = 1.5 * P' + P" = R3 = 3 * P' + P" = R4 = 1.5 * P' + P" = RA = Gaya batang maximum (N) - Akibat Beban Sementara R1 = R1 + R1' =
180.00 kg 452.73 kg 722.73 kg 452.73 kg + 1808.19 kg = RA-R1-R2 = 180.00
kg
1175.46
kg
15
=
30.33 kg/m^2
R2 = R3 = R4 =
R2 R3 R4
+ + +
R2' R3' R4' RA Gaya batang maximum
= = = = (N)
659.26 kg 1210.56 kg 734.04 kg + 2783.85 = RA-R1-R2 =
1944.60
kg
PERSAMAAN INTERAKSI h/tb = 54.35 < 75 ...Penampang L/h = 16.00 < 1.25 * b/ts = 27.17 berubah bentuk A' = Asayap + 1/6 Abadan = 1.62 cm^2 liy tepi = (Iy/(2*A')^(1/2) = 2.52 cm ly = Lky/liytepi = 79.33 ... wy = 1.6046 skip = s/wy = 997.13 kg/cm^2 q = 5*s/(skip*(8-3*Mx1/Mx2)) = 1.00 .... harus >=1. Jadi q = lx = Lkx/ix sEx = = 600 / 4.88 = 122.95 ...... 1371.2 kg/cm^2 ly = Lky/iy = 200 / 1.89 = 105.82 .... sEy = 1851.3 kg/cm^2 - Untuk Beban Tetap nx = A*sEx/N = 5.747 * 1371.2 / 1175.46 = 6.70 ny = A*sEy/N = 5.747 * 1851.3 / 1175.46 = 9.05 wmax*N/A+q*nx/(nx-1)*bx*Mx/Wx+by*ny/(ny-1)*My/Wy = 861.22
1
kg/cm^2
N/A+q*Mx/Wx+My/Wy = 904.12 kg/cm^2 .... harus <= 1600 kg/cm^2 - Untuk Beban Sementara nx = A*sEx/N = 5.747 * 1371.2 / 1944.60 = 4.05 ny = A*sEy/N = 5.747 * 1851.3 / 1944.60 = 5.47 wmax*N/A+q*nx/(nx-1)*bx*Mx/Wx+by*ny/(ny-1)*My/Wy = 966.09 kg/cm^2 N/A+q*Mx/Wx+My/Wy = Jadi profil gording CNP
1231.81
kg/cm^2
125.50.20.2,3
.... harus <= 2080 kg/cm^2 Aman digunakan
wmax =
2.9177
.... harus <= 1600 kg/cm^2
.... harus <= 2080 kg/cm^2
s<=20 kg/m^2
PERHITUNGAN SAGROD PEMBEBANAN A Beban Mati = B Beban Hidup - Beban Air Hujan = - Beban Terpusat = Pada satu sisi ada 17 Rx = 17 * ( 8.55 + Rx = 17 * 8.55 + 3
Rx1
= Qm * sin a * Ls
=
16.51 * sin
Rx2 = 29.0 * sin a * Ls = 29.0 * sin P* sin a Rx3 = = 100 * sin 15 gording dan dianggap ada 3 pekerja 15.01 ) = 400.44 kg Rx max = * 25.89 = 223.03 kg
15
*
2 =
8.55
15
*
2 = =
15.01 25.89
554.84
kg
PERHITUNGAN BATANG TARIK f > Lg/500 .... f > 150 / 500 = 0.30 cm Ateras = F/s = 554.84 / 1600 = 0.35 cm^2 d = (4*A/3.14)^0.5 = 0.66 cm .... dipakai besi beton polos f
8
mm
PEMERIKSAAN GORDING PADA PUNCAK RAFTER AKIBAT SAGROD Beban Py = Rx * tan a = 554.84 Msagrod x = 148.73 * 2
* tan 15 = 297.46
Kombinasi Beban A. Beban Tetap Mx = 21664.58 + 29746.319 = My = 15.087521 kg cm Nt = B. Beban Sementara Mx = My = Nt =
= 148.73 kg m
kg
51410.90 kg cm
Kontrol Tegangan A. Terhadap Beban Tetap nx = A*sEx/N = #REF! * 0 / 0.00 = #REF! ny = A*sEy/N = #REF! * 0 / 0.00 = #REF! wmax*N/A+q*nx/(nx-1)*bx*Mx/Wx+by*ny/(ny-1)*My/Wy = #REF!
kg/cm^2
N/A+q*Mx/Wx+My/Wy = # kg/cm^2 .... harus <= 1600 kg/cm^2 B. Terhadap Beban Sementara nx = A*sEx/N = 5.747 * 1371.2 / 0.00 = ###### ny = A*sEy/N = 5.747 * 1851.3 / 0.00 = ###### wmax*N/A+q*nx/(nx-1)*bx*Mx/Wx+by*ny/(ny-1)*My/Wy = #REF! kg/cm^2 N/A+q*Mx/Wx+My/Wy =
#
kg/cm^2
.... harus <= 1600 kg/cm^2
.... harus <= 1600 kg/cm^2
.... harus <= 1600 kg/cm^2
8.55
kg
15.01 kg 25.89 kg
harus <= 1600 kg/cm^2
harus <= 1600 kg/cm^2
PERHITUNGAN BAUT
TRUSS10 Nomor Batang 16 17 18 19 20
Gaya Normal N, ( kg ) + + + -
5 202 270 36 36
Profil Terpakai
Jumlah baut
f baut cm
H70~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55
3.00 3.00 3.00 3.00 3.00
0.40 0.40 0.40 0.40 0.40
s ijin baut = 4000 kg/cm2 P geser baut = 0.6 x A x s x n A = Luas baut n = jumlah baut
P geser baut kg 904.3 904.3 904.3 904.3 904.3
N < P ges baut
ok ok ok ok ok
DESAIN KEKUATAN SAMBUNGAN
Mutu Baja : Fe 360
Ty
=
2400 kg/cm2
Tijin = 1600 kg/cm2 Ttarik = 1120 kg/cm2
Mutu Baut : Fe 360
Tshear=
Kode
Profil Sambungan BALOK
Geser [kg]
Momen Lentur [kgcm]
Baut f baut jumlah
B223
WF 346X174X6X9
9720
1250000
16
B110
WF 250X125X6X9
4870
470000
B157
WF 396X199X7X11
13620
B222
WF 298X149X5,5X8
960 kg/cm2
d1
d2
d3
d4
jarak baut[cm] d5 d6 d7
d8
d9
12
55.2
43.9
32.6
20.6
10.3
0.0
0.0
0.0
16
6
36.0
17.0
0.0
0.0
0.0
0.0
0.0
2152100
16
12
65.2
51.4
37.6
26.6
12.8
0.0
8730
834100
16
10
45.6
36.7
27.8
15.8
0.0
B333
WF 582X300X12X17 33398
5291700
16
18 102.2
90.7
79.2
67.7
B170
WF 446X199X8X12
15711
2302100
16
16
75.1
64.3
53.5
B200
WF 500X200X10X16 17571
3876100
16
18
86.0
76.5
B184
WF 600X200X11X17 22845
4232200
16
20 106.0
94.0
Total d2
Teg.tarik (T tarik)
Teg.idiil
403.065
3734.34
3799
3170.00
403.895
3794.32
3858
0.0
18356.32
564.789
5433.96
5521
0.0
0.0
8897.46
434.415
3038.85
3131
0.0
0.0
0.0
72389.40
923.290
5310.84
5546
0.0
0.0
0.0
0.0
31833.20
488.623
3860.79
3952
24.0
12.0
0.0
0.0
0.0
50727.00
485.752
4671.39
4747
34.5
23.0
11.5
0.0
0.0
78055.00
568.397
4085.67
4203
d10
d11
0.0
0.0
0.0
13134.92
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
56.2
44.0
33.0
22.0
42.7
30.6
20.4
10.2
67.0
57.5
48.0
36.0
82.0
70.0
58.0
46.0
Teg. geser ( T shear )
PORTAL :
KET
PERHITUNGAN SAMBUNGAN SAMBUNGAN RAFTER DAN KOLOM M = -797646 kg cm D = -1893.05 kg N = -893.05 kg D*cosa + N*sina = V = -2059.723 kg H = D*sina + N*cosa = -1352.746 kg Dipakai diameter baut f 18 mm .... A = 2.5434 cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * 18 45 mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = -3625.66 kg smax = Tmax/A = -1425.52 kg/cm^2 t = D/(n*A) = -62.02 kg/cm^2 si = (smax^2+3*t^2)^0.5 = 1429.56 kg/cm^2 .... <= 1600 kg/cm^2... OK
SAMBUNGAN PUNCAK RAFTER M = -797646 kg cm D = -1893.05 kg N = -893.05 kg V = D*cosa + N*sina = -2059.723 kg H = D*sina + N*cosa = -1352.746 kg Dipakai diameter baut f 18 mm .... A = 2.5434 cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * 18 45 mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = -3625.66 kg smax = Tmax/A = -1425.52 kg/cm^2 t = D/(n*A) = -62.02 kg/cm^2 si = (smax^2+3*t^2)^0.5 = 1429.56 kg/cm^2 .... <= 1600 kg/cm^2... OK
SAMBUNGAN KOLOM DAN CRANE M = -797646 kg cm D = -1893.05 kg N = -893.05 kg V = D*cosa + N*sina = -2059.723 kg H = D*sina + N*cosa = -1352.746 kg Dipakai diameter baut f 18 mm .... A = 2.5434 cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * 18 45 mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = -3625.66 kg smax = Tmax/A = -1425.52 kg/cm^2 t = D/(n*A) = -62.02 kg/cm^2 si = (smax^2+3*t^2)^0.5 = 1429.56 kg/cm^2 .... <= 1600 kg/cm^2... OK
SAMBUNGAN ANTAR RAFTER M = -797646 kg cm D = -1893.05 kg N = -893.05 kg V = D*cosa + N*sina = -2059.723 kg H = D*sina + N*cosa = -1352.746 kg Dipakai diameter baut f 18 mm .... A = 2.5434 cm^2 Jumlah baut yang digunakan (n) = 12 buah Jarak antar baut : 2.5 d <= s <=7 d 2.5 * 18 <= s <= 7 * 18 45 mm <= s <= 126 mm Jarak antar baut = 100 mm h1^2 = 100 cm^2 h2^2 = 400 cm^2 h3^2 = 900 cm^2 h4^2 = 1600 cm^2 h5^2 = 2500 cm^2 + Sh^2 = 5500 cm^2 Tmax = M*h5/(2*Sh^2) = -3625.66 kg smax = Tmax/A = -1425.52 kg/cm^2 t = D/(n*A) = -62.02 kg/cm^2 si = (smax^2+3*t^2)^0.5 = 1429.56 kg/cm^2 .... <= 1600 kg/cm^2... OK
PERHITUNGAN SAMBUNGAN SAMBUNGAN RAFTER DAN KOLOM
( c10 dengan b11 )
M = 68829 kg cm D = 602 kg N = 151 kg V = D*cosa + N*sina = H = D*sina + N*cosa = Dipakai diameter baut f Jumlah baut yang digunakan (n) Jarak antar baut : 2.5 d 2.5 40 Jarak antar baut = 90 h1^2 = 81 cm^2 h2^2 = 324 cm^2 h3^2 = 729 cm^2 h4^2 = 1296 cm^2 + Sh^2 = 2430 cm^2 M*h5/(2*Sh^2) Tmax = = smax = Tmax/A = t = D/(n*A) = si (smax^2+3*t^2)^0.5 =
SAMBUNGAN BADAN
RAFTER
x cm
1 2 3 4
y cm 0 7 0 7
S(x2+y2)
=
x2 cm2
637.31 kg 317.13 kg/cm^2 29.96 kg/cm^2 = 321.35 kg/cm^2
16
*
mm .... A = 2.0096 cm^2 = 9 buah <= s <= 7 d 16 <= s <= 7 * 16 mm <= s <= 112 mm mm
y2 cm2
0 0 7 7
0 0 49 0 0 49 49 49 98 98 4(98+98) = 784 cm2
Kx
=
M x y max S(x2+y2)
= 68800 x 7 784
=
614 kg
Ky1
=
M x x max S(x2+y2)
= 68800 x 7 784
=
614 kg
Ky2
=
D
=
=
66.9 kg
602
.... <= 1600 kg/cm^2... OK
( B 11 )
M = 68800 kg cm D = 602 kg Dipakai diameter baut f Jumlah baut yang digunakan (n) Jarak antar baut : 2.5 d 2.5 40 Jarak antar baut = 70 no
614 kg 210 kg 16 mm .... A = 2.0096 cm^2 = 10 buah <= s <= 7 d * 16 <= s <= 7 * 16 mm <= s <= 112 mm mm
n baut
9
Ky
=
Ky1 + Ky2
K
=
( Kx2 + Ky2)^0.5
ng = 0.25 x 3.14 x d = 2573 kg
= 614 + 66.9
2
=
681 kg
( 614^2 + 681^2 )^0.5
x 0.6 x 1600
ns = t x d x 1,4 x 1600 = 2329 kg ( menentukan )
=
=
917
kg
< 2329 kg
<= 1600 kg/cm^2... OK
PERHITUNGAN SAMBUNGAN BAUT ( PIN JOINT ) sijin= No
5000 kg/cm2 Type Balok Profil
(HTB) Gaya geser ( kg )
Dia Baut (cm)
Jumlah
Luas ( cm2)
t (kg/cm2)
t ijin 0.6* sijin ( kg/cm2)
KET
1
SB1
WF 250.125
4350
1.9
2
5.67
767.51
3000
ok
2
SB2
WF 300.150
5566
2.2
3
11.40
488.32
3000
ok
3
SB3
WF 450.200
7164
2.2
4
15.20
471.39
3000
ok
4
SB4
WF 350.175
3670
2.2
3
11.40
321.98
3000
ok
5
SB5
WF 400.200
4274
2.2
3
11.40
374.97
3000
ok
PERHITUNGAN RAFTER Dipakai profil :
WF 400.200.8.13 A = Zx = ix =
84.1 cm2 1190 cm3 16.8 cm
Gaya Dalam ( Output SAP'90 ) M = N =
1550600 kgcm 6469 kg
Tegangan Rafter s = w.N/A + M/Zx Lk = l = Lk/ ix =
18.5 m 110.11905 ^-----------> s
=
1483.0188
w
= kg/cm2
PERHITUNGAN KOLOM BAJA Dipakai profil :
WF 400.200.8.13 A = Zx = ix =
Gaya Dalam ( Output SAP'90 ) M = N =
84.1 cm2 1190 cm3 16.8 cm
1703200 kgcm 5102 kg
2.34 <
1600 kg/cm2
( ok )
Tegangan Rafter s = w.N/A + M/Zx Lk = l = Lk/ ix =
6m 35.714286 ^-----------> s
=
1498.5996
w
= kg/cm2
1.11 <
PERHITUNGAN ANGKER PERLETAKAN KOLOM direncanakan plat baja :
500 x 300 x 10
s
= N/A + M/W
s max
= N/A + M/W = 5102/(50x30) + 1703200x6/(30x50^2) = 139 kg
s min
= N/A + M/W = 5102/(50x30) - 1703200x6/(30x50^2) = -132 kg
Tegangan minimum harus dipikul angker x / 45 - x x I
= = =
132 / 139 24.3 cm 24.3 x 30 x 132 x 0.5
1600 kg/cm2
( ok )
= F
Dipakai
8 f 22
=
I/s 48144/1600
48144 kg
=
30 cm2
( F = 30.4 cm2 )
PERHITUNGAN PONDASI Direncanakan dengan 2 macam pondasi, yaitu : 1. Pondasi Footing ( pondasi dangkal ) : 2. Pondasi Srauss ( pondasi dalam ) :
Kondisi tanah dianggap cukup baik Direncanakan : 1. Strauss f 30 cm , L = - 13.5 m P allow = 10 1. Pondasi Footing Tegangan ijin tanah = 2500
ton kg/m2
Beban yang bekerja diterima oleh pondasi dangkal sampai tegangan 2500kg/m2 sisanya diterima strauss
PERHITUNGAN
KOLOM
WF 250 X 125 X 6 X 9 h =
25.0
cm
tb =
0.60
cm
b =
12.5
cm
ts =
0.90
cm
A =
37.66
cm2
iy =
2.79
cm
Ix =
4050.00
cm4
Zx =
324.00
Iy = ix =
294.00 10.40
cm4 cm
Zy = =
47.00 1600
L =
900
s
cm3 cm3 kg/cm2
KIP : ----h/tb < 75 L/h
cm
----------------------
> 1.25 b/ts
---------------
h/tb
=
41.67
L/h
=
36.00
1.25 b/ts = Penampang berubah bentuk ? --------A'
= A sayap + 1/6 A badan
A'
=
iA'
=
(1/2 Iy)/A
l l
= =
Lky/iA'
13.570 =
--------> kip =
3.291 Lky =
500 151.92
s /w
=
1184.3
mx1 =
0
mx2 =
4104 0.84
q
=
lx lx
= =
Lkx / ix
ly ly
= =
Lky / iy
nx
=
nx
= = =
ny
=
= 48.08
nx / (nx - 1) b ny
ny / (ny - 1)
17.36
ya
179.2 (A .
sEX
cm2 cm cm ------------>
w=
1.35
kg/cm2 kgm kgm --> ^-------------> ^------------->
^------------->
1.00 Lkx = =
wx sEX
500 1.07
=
23029
wy = sEy =
1.45
cm kg/cm2
4353
kg/cm2
)/ N -------------->
N
=
8867
kg
)/ N ------------->
N
=
8867
kg
97.81 =
1.010 0.60
(A .
sEy
18.49 =
1.057 Mx
=
1109.5
4104
kg/cm2
kgm
<s
WF 350 X 175 X 7 X 11 h =
35.0
cm
tb =
0.70
cm
b =
17.5
cm
ts =
1.10
cm
A =
63.14
cm2
iy =
3.95
cm
Ix =
13600.00
cm4
Zx =
775.00
cm3
Iy =
984.00
cm4
Zy =
112.00
cm3
ix =
14.70
cm
s
L =
600
cm
=
1600
kg/cm2
KIP : ----h/tb < 75 L/h
----------------------
> 1.25 b/ts
---------------
h/tb
=
50.00
L/h
=
17.14
1.25 b/ts = Penampang berubah bentuk ? -----A'
= A sayap + 1/6 A badan
A'
=
iA'
=
(1/2 Iy)/A
l l
= =
Lky/iA'
23.077 =
4.617
--------> kip =
Lky =
600 129.94
s /w
=
490.5
cm2 cm cm ------------>
8639
mx2 =
-11575 kgm -------->diambil 1.59
=
w=
3.26
kg/cm2
mx1 =
q
19.89
ya
kgm 1.59
Faktor tekuk : -------------Gb
=
Ga
=
1
Lb
=
3000
Ga
=
5.000
(jepit)
(Ic/Lc) / (Ib/Lb)
k
=
lx lx
= =
Lkx / ix
ly
=
Lky / iy
ly
=
nx
=
nx
=
cm
1.70 = 40.82
--------> ---
Lkx =
----->
nx / (nx - 1) b ny
= =
ny
=
ny / (ny - 1)
(A .
sEX
---
cm
4.46
sEX = sEy =
-----> 151.9
600 1.15
wx = wy =
12330
kg/cm2
897
kg/cm2
)/ N --->
N
=
3836
kg
)/ N --->
N
=
3836
kg
202.95 =
1.005 0.85
(A .
sEy
14.76 =
1.073 Mx
=
11575
kgm
My
=
0
kgm
2299.4
kg/cm2
<s = 1600 kg/cm2
office area COLUMN
B2 - 1ST
2ND - 5TH
6TH - 9TH
10TH - 13TH
14TH - 17TH
18TH - 21TH
22TH - 28TH
C1 C2 C3 C4 C5 C6
1200 X 1200
1100 X 1100
1000 X 1000
900 X 900
800 X 800
700 X 700
600 X 600
1000 X 1000
900 X 900
850 X 850
800 X 800
750 X 750
700 X 700
600 X 600
800 X 800
700 X 700
600 X 600
-
-
-
-
700 x 700
-
-
-
-
-
-
-
-
-
-
-
-
700 X 700
600 X 600
-
-
-
-
-
COLUMN
B2 - 1ST
2ND - 5TH
6TH - 9TH
10TH - 13TH
14TH - 17TH
18TH - 20TH
21TH - 22TH
C7 C8 C9 C10 C11 C12
1000 X 1000
900 X 900
850 X 850
800 X 800
750 X 750
700 X 700
600 X 600
1200 X 1200
1100 X 1100
1000 X 1000
900 X 900
800 X 800
700 X 700
600 X 600
1000 X 1000
900 X 900
850 X 850
800 X 800
750 X 750
700 X 700
600 X 600
900 x 900
850 x 850
800 x 800
750 x 750
700 x 700
650 x 650
600 X 600
700 X 700
-
-
-
-
-
-
350 X 600
-
-
-
-
-
-
COLUMN
B2 - 1ST
2ND - 4TH
5TH -7TH
8TH - 10TH
11TH - 13TH
14TH - 16TH
C13 C14 C14A C15 C16 C16A C16B C17 C18 C19
1000 X 1000
900 X 900
850 X 850
800 X 800
700 x 700
600 x 600
300 X 1200
300 X 1100
300 X 1000
300 X 950
300 X 900
300 X 850
300 X 800
300 X 800
300 X 750
300 X 700
300 X 650
300 X 600
900 x 900
850 x 850
800 x 800
750 X 750
700 X 700
600 X 600
400 X 1200
400 X 1100
400 X 1000
400 X 950
400 X 900
400 X 850
400 X 800
400 X 800
400 X 750
400 X 700
400 X 650
400 X 600
(400X800)+(400X1200)
400 X 1100
400 X 1000
400 X 950
400 X 900
400 X 850
200 X 1200
200 X 1100
-
-
-
-
700 X700
600 X 600
-
-
-
-
700 X700
-
-
-
-
-
2(300 X 1200)
apartment area
hotel area
swimming,driveway,gymnasium area COLUMN
B2 - 1ST
2ND - 5TH
C20 C21
800 X 800
600 x 600
700 x 700
-
PERHITUNGAN KOLOM BAJA SC Profil Zx A I Lk
=
WF 300150.6,5.9
= = = =
481 46.78 3.29 400
Momen = P =
s l s
= = =
cm3 cm2 cm cm
495 kgm 10245 kg
( elemen 48) ( elemen 48)
M/Zx + w.P/A Lk/I
= 718.88
121.5805 <
>>>>>
w =
1600 kg/cm2
2.8126 (OK)
TABEL PERHITUNGAN TEGANGAN KOLOM BAJA gen-hou as C,D,E
Element
Profil
A cm2
ix cm
wx cm3
Lk cm
l
w
sEx
1
WF 350.175.7.11
63.14
14.7
775
650
44
1.178
10706
M kgcm
N kg
132100
3610
nx
187
nx-1
186
nx/nx-1
bx
1.005
0.6
nx/nx-1
bx
1.008 1.001
0.6 0.6
s1 s2 kg/cm2 kg/cm2 170
67
s3 kg/cm2 228
s kg/cm2 1600
CALCULATION OF STEEL COLUMN generator house
Element
Profil
A cm2
ix cm
wx cm3
Lk cm
l
w
sEx
C1( 3 ) C2 ( 11 )
WF 350.175.7.11 WF 200.100.5.5.8
63.14 27.16
14.7 8.24
775 184
350 350
24 42
1.024 1.161
35983 11750
M kgcm 415200 298200
N kg 18416 200
nx
123 1596
nx-1
122 1595
s1 s2 kg/cm2 kg/cm2 623 982
299 9
s3 kg/cm2 827 1628
s kg/cm2 1600 1600
TEGANGAN BALOK BAJA Tegangan ijin Lt. 2 No Element
Profil
=
1.30*1600= 2080 kg/cm2
Zx cm3
Momen kgcm
2&3 WF.300.150.6.5.9 481 652800 4&5 WF.300.150.6.5.9 481 700700 6&7 WF.300.150.6.5.9 481 735000 8&9 WF.300.150.6.5.9 481 738300 10&11 WF.400.150.6.5.9 625 975000 12&13 WF.400.150.6.5.9 625 722900 14&15 WF.400.150.6.5.9 625 813100 16&17 WF.400.150.6.5.9 625 856600 18 WF.300.150.6.5.9 481 436700 19&20 WF.400.150.6.5.9 625 832600 21&22 WF.400.150.6.5.9 625 898700 23,24,25 WF.450.200.9.14 1490 1732500 26,27,28 WF.450.200.9.14 1490 1369400 29 WF.400.200.8.13 1190 1523600 30,31,32 WF.450.200.9.14 1490 1611000 33 WF.300.150.6.5.9 481 180200 34 WF.400.200.8.13 1190 1247000 35 WF.400.200.8.13 1190 1737600 37 WF.300.150.6.5.9 625 749900 38 WF.400.200.8.13 1190 979500 40 WF.300.150.6.5.9 481 515200 41 WF.450.200.9.14 1490 2138600 42 WF.400.200.8.13 1190 1768800 44 WF.300.150.6.5.9 481 515200 45 WF.450.200.9.14 1490 2206400 46 WF.400.200.8.13 1190 1832400 48 WF.300.150.6.5.9 481 525300 49 WF.400.150.6.5.9 625 793100 50 WF.450.200.9.14 1490 2240300 51 WF.400.200.8.13 1190 1936000 52 WF.400.200.8.13 1190 1163300 53 WF.400.200.8.13 1190 1156100 55 WF.300.150.6.5.9 481 525300 56 WF.400.150.6.5.9 625 844900 57 WF.400.200.8.13 1190 1227800 58 WF.400.150.6.5.9 625 1011200 59 WF.400.150.6.5.9 625 700000 60 WF.300.150.6.5.9 481 646800 61 WF.400.200.8.13 1190 2348800 note : Untuk tumpuan " rigid joint " hounc belum diperhitungkan.
( beban sementara )
Tegangan kg/cm2 1357 1457 1528 1535 1560 1157 1301 1371 908 1332 1438 1163 919 1280 1081 375 1048 1460 1200 823 1071 1435 1486 1071 1481 1540 1092 1269 1504 1627 978 972 1092 1352 1032 1618 1120 1345 1974
Ket
OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
PERHITUNGAN
RAFTER
PROYEK : RIKEN ASAHI PLASTICS INDONESIA SUBYEK : WARE HOUSE RAFTER : SB1 ( elemen 4-10, file : ASAHI2.F3F )
WF 375 X 125 X 6 X 9
PROFIL PAKAI : DATA PROFIL tinggi tampang ( h )
=
37.5
cm
tebal badan ( tb )
=
0.60
lebar sayap ( b )
=
12.5
cm
tebal sayap ( ts )
=
0.90
luas tampang ( A )
=
28.92
cm2
jari2 inertia sb.y ( iy )
momen inertia sb. x ( Ix )
=
9030.26
cm4
modulus tampang sb.x ( Zx )
=
481.61
momen inertia sb. y ( Iy ) jari2 inertia sb x ( ix )
= =
293.16 17.67
cm4 cm
modulus tampang sb.y ( Zy ) = tegangan dasar baja BJ37 ( ) =
46.91 1600
=
3.18
s
PERSYARATAN KIP ( PPBB1 5.1.1 ) : panjang penjepitan h/tb < 75 L/h
( L ) =
150
cm
----------------------
> 1.25 b/ts
---------------
h/tb
=
L/h
=
1.25 b/ts = Penampang berubah bentuk ? --------A'
= A sayap + 1/6 A badan
A'
=
iA'
=
(1/2 Iy)/A
l l
= =
Lky/iA'
ya 14.820
tegangan kip =
=
-------->
s /w
Lky =
=
cm2
3.145
cm
150 47.70
cm : ( panjang tekuk arah tegak lurus sb y ) ----------> faktor tekuk Fe 360 ( ) =
1311.5
w
kg/cm2
Mx1 =
2105
kgm
Mx2 =
6498 0.87
kgm
q
=
lx
=
lx
=
Lkx / ix
=
: ( mx1 & mx2 = momen pada ujung kolom ) : ( syarat : | Mx1| < | Mx2 | diambil ---------->
-->
^------>
faktor tekuk Fe 360 ( tegangan Euler (
ly = ly = nx
=
nx
=
ny
=
ny
=
sEx)
Lky / iy
nx / (nx - 1) bx =
ny / (ny - 1)
) 1.00
^---> pj. tekuk tegak lurus sb.x (Lkx) = 67.91
47.2 (A .
sEx
1.22
^----->
faktor tekuk Fe 360 ( tegangan Euler (
)/ N -->
sEy)
1200
wx ) wy )
=
1.44
=
4482
=
1.21 =
9383
gaya aksial ( N )
=
2398
by = 0.60 )/ N --> gaya aksial ( N )
=
0.6 2398
54.05 =
1.019 (A .
sEy
113.16 =
1.009 Mx=
6498
kgm
My=
0
kgm
s1
s2
=
wmax.N/A
=
925.1
+
bx.q.nx/(nx-1).Mx/Zx kg/cm2
<
+
by.ny/(ny-1).My/Zy
s
= N/A + q.Mx/Zx + My/Zy……………PPBBI 4.8.4 (31b) =
1432.1
kg/cm2
<
s
……PPBBI 4.8.4 (31a)
cm cm cm cm3 cm3 kg/cm2
62.50 4.00 17.36
cm kg/cm2
kg/cm2 kg
kg
TABEL PERHITUNGAN TEGANGAN BAJA
BALOK BAJA s ijin = 1600 kg/cm2 Nomor Batang 1,2 39,40 68,69 66,67 61,62,63 64,65 52,53,54 55,56 72,73,100,101 102,103 74,75 76,77 82,83 84,85 87,88 89,90 4 5,6,7 129,8 19 20,128 22,107 23 130,48 131,26 24,25 50,51 12,125 104,124 30,10 94 112
Momen ( kg cm )
Profil Terpakai
Luas A, ( cm2)
561000 1026400 1110100 845100 942700 854200 1620300 1047700 1156700 610300 1034100 442500 1240200 731700 710700 490300 656300 400100 314100 650700 650700 647400 547700 647700 656300 692400 681200 529400 647700 656300 415100 415100
WF.350.175.7.11 WF.350.175.7.11 WF.350.175.7.11 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.400.200.8.13 WF.350.175.7.11 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9 WF.375.125.6.9
63.14 63.14 63.14 63.14 84.12 63.14 84.12 63.14 84.12 63.14 84.12 63.14 84.12 63.14 84.12 63.14 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16 30.16
`
M. Tampang Z, ( cm3) 775 775 775 775 1190 775 1190 775 1190 775 1190 775 1190 775 1190 775 502 502 502 502 502 502 502 502 502 502 502 502 502 502 502 502
s ( kg/cm2) 723.87 1324.39 1432.39 1090.45 792.18 1102.19 1361.60 1351.87 972.02 787.48 868.99 570.97 1042.18 944.13 597.23 632.65 1307.37 797.01 625.70 1296.22 1296.22 944.13 917.03 632.65 1307.37 944.13 917.03 632.65 1290.24 632.65 826.89 826.89
Keterangan
ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok
`
PERHITUNGAN TEGANGAN STRUKTUR BALOK CRANE ( DISAIN AWAL )
Posisi Beban
No elemen
1 ( titik 16 )
11& 12
2 ( titik 24 )
3 ( titik 25 )
s ijin
=
Momen kgm
Profil
Zx cm3
6405
WF 350.175.7.11
775
826
OK
13 & 29
6280
WF 350.175.7.11
775
810
OK
14 & 30
6325
WF 350.175.7.11
775
816
OK
1600 kg/cm2
Tegangan kg/cm2
keterangan
PERHITUNGAN DEFLEKSI STRUKTUR BALOK CRANE ( DISAIN AWAL )
Posisi Beban
Bentang cm
Defleksi cm
Profil
Zx cm3
defleksi ijin ( cm )
Keterangan
1 ( titik 16 )
250
1.4
WF 350.175.7.11
775
2.00
2xL/250 ( cantilever)
2 ( titik 24 )
600
0.69
WF 350.175.7.11
775
2.40
L/250
3 ( titik 25 )
600
0.72
WF 350.175.7.11
775
2.40
L/250
Syarat Lendutan tsb Berdasarkan Peraturan Perencanaan Bangunan Baja Untuk Gedung 1987 Bab XV Psl. 15.1
KONTROL LENDUTAN Joint
Bentang (m)
defleksi m
ratio
52 53 77 78 79 80 81 82 83 84 85 65 66 39
4.375 4.375 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 4.150 4.150 5.475
0.00397 0.00645 0.01231 0.01203 0.01203 0.01034 0.01375 0.01271 0.00618 0.01333 0.01237 0.00668 0.00504 0.00701
1/ 1102.0 1/ 678.3 1/ 487.4 1/ 498.8 1/ 498.8 1/ 580.3 1/ 436.4 1/ 472.1 1/ 970.9 1/ 450.1 1/ 485.0 1/ 621.3 1/ 823.4 1/ 781.0
defleksi ijin = 1/250 L
PERHITUNGAN
ELEMEN TRUSS
PROYEK : SUMI RUBBER INDONESIA SUBYEK : GOLFBALL FACTORY TRUSS
: as X7 ( elemen 29 )
2L
PROFIL PAKAI : DATA PROFIL luas tampang ( A ) jari2 inertia sb x ( ix ) tegangan dasar baja BJ37 (
=
11.80
= ) =
1.82 1600
s
gaya aksial ( N )
=
10500
panjang span ( L )
=
150.00
l
=
N.w
= =
cm2 cm kg/cm2 kg ( tekan ) cm
L / ix 82.4 ^--------> faktor tekuk (
=
s
60 X 60 X 6
/A
w ) = 1.65 ( PPBBI )
S
TABEL PERHITUNGAN TEGANGAN KONSTRUKSI ATAP Nomor Batang
Panjang ( cm )
Gaya Normal Momen N, ( kg ) ( kg cm )
Profil Terpakai
+ + + + + + + + -
T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(149.299.9.14) T(150.150.6,5.9) T(147.200.8.12) T(147.200.8.12) T(147.200.8.12) T(147.200.8.12) T(150.150.6,5.9) T(150.150.6,5.9) T(150.150.6,5.9) T(147.200.8.12) T(147.200.8.12) T(150.150.6,5.9) T(150.150.6,5.9) T(147.200.8.12) T(147.200.8.12) T(150.150.6,5.9) T(147.200.8.12) T(147.200.8.12)
Jari2 Girasi Luas M. Tampang A, ( cm2) Z, ( cm3) i, ( cm )
l
w
N.w/ A ( kg/cm2)
Keterangan
TRUSS 506X 506Y 547 596X 596Y 615X 615Y 682X 682Y 700X 700Y 528 525X 525Y 619X 619Y 637 707 726 630X 630Y 601 690 717X 717Y 516 538X 538Y
100 300 100 100 300 100 300 100 300 100 300 200 100 300 100 300 200 200 200 200 300 200 200 100 200 200 100 200
28894 28894 3836 3661 3661 37675 37675 25523 25523 23957 23957 22400 11993 11933 7278 7278 32447 19577 18095 4091 4091 14714 15937 6498 6498 16453 18088 18088
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
55.40 55.40 55.40 55.40 55.40 55.40 55.40 55.40 55.40 55.40 55.40 23.39 36.19 36.19 36.19 36.19 23.39 23.39 23.39 36.19 36.19 23.39 23.39 36.19 36.19 23.39 36.19 36.19
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3.59 7.51 0.00 3.59 7.51 3.59 7.51 3.59 7.51 3.59 7.51 0.00 3.97 4.71 3.97 4.71 0.00 0.00 0.00 3.97 4.71 0.00 0.00 3.97 4.71 0.00 3.97 4.71
27.9 39.9 0.0 27.9 39.9 27.9 39.9 27.9 39.9 27.9 39.9 0.0 25.2 63.7 25.2 63.7 0.0 0.0 0.0 50.4 63.7 0.0 0.0 25.2 42.5 0.0 25.2 42.5
1.05 1.14 0.00 1.05 1.14 1.05 1.14 1.05 1.14 1.05 1.14 0.00 1.03 1.39 1.03 1.39 0.00 0.00 0.00 1.23 1.39 0.00 0.00 1.03 1.17 0.00 1.03 1.17
547.63 594.57 69.24 69.39 75.33 714.06 775.26 483.74 525.20 454.06 492.98 957.67 341.33 458.33 207.14 279.54 1387.22 836.98 773.62 139.04 157.13 629.07 681.36 184.94 210.08 703.42 514.80 584.77
tekan tekan tarik tekan tekan tekan tekan tekan tekan tekan tekan tarik tekan tekan tekan tekan tarik tarik tarik tekan tekan tarik tarik tekan tekan tarik tekan tekan
TABEL PERHITUNGAN TEGANGAN ATAP
TR-14 Nomor Batang 1 2 3 4 9 10 11 12 13 14 15 22 23 24 25 26 27 28 29
Panjang ( cm ) 127.5 127.5 127.5 127.5 79.4 70.5 70.5 80 127.5 127.5 127.5 77 86.6 96.9 99.4 99.4 99.4 99.4 99.4
s ijin = 6000 kg/cm2
Gaya Normal N, ( kg ) + + + + + + -
498 79 292 460 18 908 868 797 1333 1600 1669 16 432 551 292 296 129 136 26
Profil Terpakai
Luas A, ( cm2)
U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 U75~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55 H70~0.55
1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20
Jari2 Girasi i, ( cm ) 2.78 2.78 2.78 2.78 2.78 2.78 2.78 2.78 2.78 2.78 2.78 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40
l
w
45.9 45.9 0.0 0.0 0.0 25.4 25.4 28.8 45.9 45.9 45.9 32.0 0.0 40.3 0.0 41.3 0.0 41.3 41.3
1.20 1.20 1.00 1.00 1.00 1.03 1.03 1.06 1.20 1.20 1.20 1.08 1.00 1.14 1.00 1.15 1.00 1.15 1.15
s ( kg/cm2) 541.5 85.9 265.5 418.2 16.4 851.0 813.6 767.3 1449.3 1739.6 1814.7 14.4 360.0 525.3 243.3 284.2 107.5 130.3 24.9
Keterangan
tekan tekan tarik tarik tarik tekan tekan tekan tekan tekan tekan tekan tarik tekan tarik tekan tarik tekan tekan
TABEL PERHITUNGAN TEGANGAN TRUSS
Akibat Beban Tambahan M/E Nomor Panjang Gaya Normal Batang ( cm ) N, ( kg ) 73 150 34891 74 150 37697 75 150 39529 76 150 39452 77 150 40083 78 150 39664 79 150 37969
catatan
:
OK = NOT OK =
s < s ijin s > s ijin
s ijin = s leleh / SF s ijin =
2400/1.5
s ijin =
1600 kg/m2
Profil Terpakai T 100.200.8.12 T 100.200.8.12 T 100.200.8.12 T 100.200.8.12 T 100.200.8.12 T 100.200.8.12 T 100.200.8.12
Luas A, ( cm2) 31.77 31.77 31.77 31.77 31.77 31.77 31.77
Jari2 Girasi i, ( cm ) 2.41 2.41 2.41 2.41 2.41 2.41 2.41
l
w 62.2 62.2 62.2 62.2 62.2 62.2 62.2
1.363 1.363 1.363 1.363 1.363 1.363 1.363
s = N.w/ A ( kg/cm2) 1496.90 1617.28 1695.88 1692.57 1719.65 1701.67 1628.95
Keterangan OK NOT OK NOT OK NOT OK NOT OK NOT OK NOT OK
PERHITUNGAN TEGANGAN Nomer Batang : Profil : L :
23 T 75X150X7X10 140 cm
Data Profil : h= 7.5 cm b= 15.0 cm A= 15.75 cm2 Ix = 66.00 cm4 Iy = 282.00 cm4 ix = 1.81 cm
Lkx N M l
= = = =
L / ix
=
s = w.N/A =
Nomer Batang : Profil : L :
tb = ts = iy = Zx = Zy = s =
cm cm cm cm3 cm3 kg/cm2
w
=
1
w
=
1.119
103.56 kg/cm2
35 T 75X150X7X10 140 cm
= = = =
L / iy
=
s = w.N/A = Nomer Batang : Profil : L :
0.70 1.00 3.75 10.80 37.60 1600
140 cm 1631 kg ( tarik ) 47 kgm 0.0 -------------> dari tabel PPBBI --->
Data Profil : h= 7.5 cm b= 15.0 cm A= 15.75 cm2 Ix = 66.00 cm4 Iy = 282.00 cm4 ix = 1.81 cm
Lkx N M l
TRUSS ATAP TR1
tb = ts = iy = Zx = Zy = s =
0.70 1.00 3.75 10.80 37.60 1600
cm cm cm cm3 cm3 kg/cm2
140 cm 10313 kg ( tekan ) 24 kgm 37.3 -------------> dari tabel PPBBI ---> 732.71 kg/cm2
29 T 75X150X7X10 140 cm
Data Profil : h= b=
7.5 cm 15.0 cm
tb = ts =
0.70 cm 1.00 cm
A= Ix = Iy = ix =
Lkx N M l
= = = =
15.75 66.00 282.00 1.81
L / iy
cm2 cm4 cm4 cm
=
s = w.N/A =
Nomer Batang : Profil : L :
iy = Zx = Zy = s =
w
=
1.119
w
=
1.119
996.23 kg/cm2
6 T 75X150X7X10 140 cm
= = = =
L / iy
=
s = w.N/A =
Nomer Batang : Profil : L :
tb = ts = iy = Zx = Zy = s =
0.70 1.00 3.75 10.80 37.60 1600
cm cm cm cm3 cm3 kg/cm2
140 cm 7221 kg ( tekan ) 39 kgm 37.3 -------------> dari tabel PPBBI ---> 513.03 kg/cm2
12 T 75X150X7X10 140 cm
Data Profil : h= 7.5 cm b= 15.0 cm A= 15.75 cm2 Ix = 66.00 cm4 Iy = 282.00 cm4 ix = 1.81 cm
Lkx
cm cm3 cm3 kg/cm2
140 cm 14022 kg ( tekan ) 25 kgm 37.3 -------------> dari tabel PPBBI --->
Data Profil : h= 7.5 cm b= 15.0 cm A= 15.75 cm2 Ix = 66.00 cm4 Iy = 282.00 cm4 ix = 1.81 cm
Lkx N M l
3.75 10.80 37.60 1600
=
tb = ts = iy = Zx = Zy = s =
140 cm
0.70 1.00 3.75 10.80 37.60 1600
cm cm cm cm3 cm3 kg/cm2
N M l
= = =
L / iy
12885 kg ( tarik ) 1033 kgm 0.0 -------------> dari tabel PPBBI --->
=
s = w.N/A =
Nomer Batang : Profil : L :
1
w
=
1
w
=
1.135
18 T 75X150X7X10 140 cm
= = = =
L / iy
Nomer Batang : Profil : L :
tb = ts = iy = Zx = Zy = s =
0.70 1.00 3.75 10.80 37.60 1600
cm cm cm cm3 cm3 kg/cm2
140 cm 6989 kg ( tarik ) 1066 kgm 0.0 -------------> dari tabel PPBBI --->
=
s = w.N/A =
443.75 kg/cm2
44 2L 50.50.5 120 cm
Data Profil : h= b= A= Ix = Iy = ix =
Lkx N M l
=
818.10 kg/cm2
Data Profil : h= 7.5 cm b= 15.0 cm A= 15.75 cm2 Ix = 66.00 cm4 Iy = 282.00 cm4 ix = 1.81 cm
Lkx N M l
w
= = = =
5.0 5.0 4.80 11.00 11.00 1.51
L / iy
=
s = w.N/A =
cm cm cm2 cm4 cm4 cm
tb = ts = iy = Zx = Zy = s =
0.50 0.50 1.51 3.05 3.05 1600
cm cm cm cm3 cm3 kg/cm2
120 cm 3558 kg ( tekan ) 0 kgm 39.7 -------------> dari tabel PPBBI ---> 420.66 kg/cm2
Nomer Batang : Profil : L :
61 2L 50.50.5 170 cm
Data Profil : h= b= A= Ix = Iy = ix =
Lkx N M l
= = = =
5.0 5.0 4.80 11.00 11.00 1.51
L / iy
=
s = w.N/A =
cm cm cm2 cm4 cm4 cm
tb = ts = iy = Zx = Zy = s =
0.50 0.50 1.51 3.05 3.05 1600
cm cm cm cm3 cm3 kg/cm2
170 cm 5009 kg ( tarik ) 0 kgm 0.0 -------------> dari tabel PPBBI ---> 521.77 kg/cm2
w
=
1
( tarik )
( tarik )
TABEL PIPA ( Pipa Baja Hitam & Pipa Baja Digalvanis merk SIO) Diameter Lubang Nominal inch mm 1/2" 3/4" 1 1 1/4 1 1/2 2 2 1/2 3 4 5 6 8 10 12 14 16 18 Note : Ix = p/64.D4 Zx = p/32.D3
15 20 25 32 40 50 65 80 100 125 150 200 250 300 355 400 400
Diameter Luar mm
Tebal
21.4 26.9 34.1 42.5 48.4 60.8 76.0 88.7 113.9 140.6 166.1 219.1 273.0 323.8 355.6 406.4 457.4
2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.90 2.90 2.90 2.90 5.00 5.00 6.35 6.35 6.35 9.00
mm
Diameter Bersih mm 17.40 22.90 30.10 38.50 44.40 56.80 72.00 82.90 108.10 134.80 160.30 209.10 263.00 311.10 342.90 393.70 439.40
A
Berat
Ix
Zx
cm3
Kg/m
cm4
cm3
1.22 1.57 2.02 2.55 2.92 3.70 4.65 7.82 10.12 12.55 14.87 33.64 42.11 63.35 69.70 79.84 126.83
0.957 0.58 1.228 1.22 1.583 2.61 1.997 5.23 2.288 7.86 2.900 15.99 3.650 31.86 6.136 72.04 7.938 155.92 9.847 297.60 11.671 495.37 26.399 1928.82 33.044 3782.34 49.710 7983.77 54.689 10630.68 62.644 15975.73 62.644 31889.59
0.54 0.91 1.53 2.46 3.25 5.26 8.38 16.24 27.38 42.33 59.65 176.07 277.09 493.13 597.90 786.21 1394.39
