A-1. SPREADER BAR CALCULATION - Spreader Bar-01
Load Data Reference: LIFTING DEVICE DESIGN REQUIREMENTS FOR LIFT ON / LIFT OFF (LO/LO) MODULE (21 Dec 2021)
a) Case-1
Hc
A1
Fh1
Fh2
Fr1
Fr2
A2
W1
W2
B1
Lt
B2
Lc.g
CoG
Design Weight (SWL ) =
3
PACKAGE
220
kips
kg
100000
Impact Factor fi = γwc*γcog*γdaf*γskl**γc*γt*γw
=
2.04
Where
Weight contingency
γwc
=
1.05
COG shift
γcog
=
1.10
DAF
γdaf
=
1.12
SKL
γskl
=
1.10
Consequence factor
γc
=
1.30
Tilt Factor
γt
=
1.05
Yaw Factor
γw
=
1.05
Calculated Weight (Wtc) =
449.6
kips
Length to CoG (Lc.g) =
236.22
in
600.0
cm
Total Length (Lt) =
472.44
in
1200.0
cm
Height to Center (Hc) =
17.72
in
45.0
cm
Angle 1 (A1) =
45
deg
Angle 2 (A2) =
45
deg
Angle 3 (B1) =
5
deg
203,946
L001-04000-CS-8180-100733-1217_R1
kg
Restricted
Angle 4 (B2) =
5
deg
Length of Spreader Bar (Lx) =
472.44
in
1200.0
cm
BUILT-UP MEMBER PG 500x400
Selected Beam :
unit weight (wb)
0.2
kip/ft
Depth (Db) x Width (Bb)
40.00
cm
Flange thk (tf) x web thk (tw)
4.00
cm
Left web thk (twl) x right web thk (twr)
0.00
cm
Bb
310.2
kg/m
x
30.00
cm
x
2.00
cm
x
0.00
cm
Y
Db
A1
A4
A2
A5
X
A3
Section
Ai
yi
yi*Ai
Ii
di
di^2*Ai
A1
120
38.0
4560.0
160
18.0
38880.0
A2
64
20.0
1280.0
5461
0.0
0.0
A3
120
2.0
240.0
160
-18.0
38880.0
A4
0
20.0
0.0
0
0.0
0.0
A5
0
20.0
0.0
0
0.0
Σ
304.0
6080.0
5781.3
Elastic modulus in Z
yx =
Ix =
Sx =
Sx=I/yx
20.0 cm
8.4E+04 cm4
4.2E+03 cm3
Section
Ai
xi
yi*Ai
Ii
di
di^2*Ai
A1
120
15.0
1800.0
9000
0.0
0.0
A2
64
15.0
960.0
21
0.0
0.0
A3
120
15.0
1800.0
9000
0.0
0.0
A4
0
0.0
0.0
0
-15.0
0.0
A5
0
30.0
0.0
0
15.0
0.0
Σ
304.0
4560.0
18021.3
Elastic modulus in Y
A=
yy =
Iy =
Sy =
Sy=Iy/yy
47.1
in^2
304.0
254.9
in^3
4177.1
cm^3
1201.4
cm^3
Sy =
73.3
in^3
rx =
6.5
in
ry =
3.0
in
0.0
15.0 cm
1.8E+04 cm4
1.2E+03 cm3
cm^2
Sx =
Material
4
0.0
77760.0
16.6
cm
7.7
cm
ASTM A572 GR.50
Max. Yied (Fy) =
50
ksi
3514.1
kg/cm^2
E=
29000
ksi
2038.9
kg/cm^2
K=
1
Deflection at midspan, Δ =
1.10
in
2.80
cm
W1 = ((Lt-Lc.g)/Lt)*Wtc =
224.8
kips
101973
kgs
W2 = (Lc.g/Lt)*Wtc =
224.8
kips
101973
kgs
Fh1 = W1/tan(A1) =
224.8
kips
101973
kgs
Fh2 = W2/tan(A2) =
224.8
kips
101973
kgs
Fr1 = W1*tan(B1) =
19.7
kips
8921.5
kgs
Fr2 = W2*tan(B2) =
19.7
kips
8921.5
kgs
Total Fh + Fr (Location 1) =
244.5
kips
110894
kgs
Total Fh + Fr (Location 2) =
244.5
kips
110894
kgs
Max (Fh+Fr) =
244.5
kips
110894
kgs
L001-04000-CS-8180-100733-1217_R1
Restricted
Check for Compression Member -Flexural Buckling (AISC 360-10 Sec. E3)
Stiffened Elements criteria
h/tw<=1.49*sqrt(E/Fy)
16
<=
h/tw<=3.76*sqrt(E/Fy)
16
h/tw<=5.7*sqrt(E/Fy)
16
KLx/r <= 4.71*sqrt(E/Fy)
72
Fe=(3.14^2*E/(K*L/r)^2
55
Fcrc1=(0.658^(Fy/Fe))*Fy
34
ksi
1606
kips
All. Compression, Pn1 = Fcr * Ag =
36
NONSLENDER
<=
91
COMPACT
<=
137
COMPACT
<=
113.4
728,254
kgs
Check for Compression Member -Torsional Buckling (AISC 360-10 Sec. E4)
Eff. length factor for torsional buckling, Kz
1
Member length, L
Shear modulus of elasticity of Steel, G
472
in
11200
ksi
162
ksi
Fe=(3.14^2*E*Cw/(Kz*L)^2+G*J)*1/(Ix+Iy)
Fcrc2=(0.658^(Fy/Fe))*Fy
All. Compression, Pn2= Fcr * Ag =
44
ksi
2070
kips
244
kips
Required Compression, Pr
3088.2
kg/cm^2
939,153
110894.3
kgs
kgs
Check for Torsional and Flexural-Torsional Buckling (AISC 360-10 Sec. F2)
Length between laterally braced point, Lb=
472.4
in
1200.0
cm
Lp=
128.5
in
326.3
cm
Warping constant, Cw=Iy*ho^2/4 =
21744
in6
5838912.0
cm6
rts=
3.5
in
8.8
cm
in4
1365.3
cm4
in
36.0
cm
870.8
cm
Torsional Constant, J=
32.8
For doubly symetric I-shape, c=
1.0
Distance between flange centroids, ho=
14.2
Modification factor, Cb=
1.0
Lr=
343
in
58.0
Ksi
4078.3
kg/cm^2
961
kips
436080.4
kgs
Lb>Lr, LTB Applies, Mn=Fcr*Sx<=Mp
Fcr for flexural LTB, Fcrf=
Table 3, Values of Ca (Refer to AISC ASD)
All. Compression Pc=min(Pn1,Pn2)/1.67
Check Compression, fa/Fa =
0.25
OK
Required Flexural Strength
Mrx = Fh1*(Hc+Δ)-fr1*(Hc-Δ) +wb*lx^2/8=
4388
kip.in
783.7
kg.cm
Mry = Fh2*(Hc+Δ)-fr2*(Hc-Δ) +wb*lx^2/8=
219
kip.in
39.2
kg.cm
5
L001-04000-CS-8180-100733-1217_R1
Restricted
Available Flexural Strength
Mcx= min(FY,Fcrf)*Sx/1.67
7629
kip.in
8789717.5
kg.cm
Mcy= min(FY, Fcrf)*Sy/1.67
2194
kip.in
2528128.6
kg.cm
UNITY CHECK
Check Pr/Pc
0.254
≥
Checking against formula (AISC 360-10 H1-1a) Axial Compression and Bending
Pr/Pc+8/9*(Mrx/Mcx+Mry/Mcy)≤1.0
6
0.2
L001-04000-CS-8180-100733-1217_R1
0.854
<
1
OK
Restricted