Title | JIB CRANE CALCULATION AS PER BGR REQUIREMENT R03 BME FORMAT |
---|---|
Author | Pranav Thakkar |
Pages | 10 |
File Size | 163 KB |
File Type | |
Total Downloads | 6 |
Total Views | 33 |
4000 300 670 4000 Capacity :‐ 1500 Kg (SWL) EHB WT :‐ 37 Kg Class :‐ Impact Factor :‐ 1.32 Duty :‐ Indoor Duty Factor :‐ 1.5 Swivel Angle :‐ 270 Rotation :‐ Manual (A) Jib Design ISMB ISMC FLAT Jib section :‐ 350 200 ‐‐‐‐ 350200‐‐‐‐ Mechanical Properties of Section :‐ Ixx :‐ 18795 Cm4 Zxx :‐ 846 Cm3...
4000
300
670
4000
(A)
Capacity
:‐
1500
Kg
EHB WT
:‐
37
Kg
Class
:‐
Impact Factor
:‐
1.32
Duty
:‐
Indoor
Swivel Angle
:‐
270
Rotation
:‐
Manual
:‐
ISMB 350
(SWL)
Duty Factor
:‐
ISMC 200
FLAT ‐‐‐‐
1.5
Jib Design Jib section
350200‐‐‐‐
Mechanical Properties of Section
:‐
Ixx
:‐
18795
Cm4
Zxx
:‐
846
Cm3
Area
:‐
94.9
Cm2
Weight
:‐
74.5
Kg/m
Live Load B.M. with impact
:‐
=
1500
x
=
806800
Kg ‐ Cm
Dead Load B.M.
1.32
+
37
4.3
x
200
64070
:‐
=
74.5
x
=
64070
Kg‐Cm
Total B.M.
=
806800
+
=
870870
Kg‐Cm
Therefore , Maximum Bending Stress Induced , fb
=
870870
=
1029.397
/
846
Kg/Cm2
Allowable stress for bending , =
0.66
x
Fy
=
0.66
x
250
<
1618.65 Kg/Cm2
=
1618.65 Kg/Cm2
1029.397 Kg/Cm2 Hence ,
x
Jib is adequate for Bending.
9.81
x
400
(B)
Jib Deflection Calculation W 4000
300
Maximum Deflection (Y Max)
Deflection Due to Hoist Weight and Safe Working Load, W
=
SWL
+
=
1500
+
=
1537
Kg
L
=
4300
mm
a
=
300
mm
Ixx
=
18795
Cm4
E
=
2.1 x 10 ^ 6
Max. Deflection at the end of the span Y max
+
=
0.830751171
+
=
0.924210677
=
+
Cm
Deflection due to self weight of the Jib, W
=
37
(At 4600 Distance)
W(L‐a)3 3EI 98368000000 1.18409E+11
=
Hoist weight
Dead Weight of the Jib
=
74.5
Kg/m
=
0.745
Kg / Cm
a W(L‐a2) 2EI 7377600000 78939000000 0.093459507
Y max
=
WL4 8EI
=
25470067450 3.15756E+11
=
0.080663764
Therefore, Total Deflection,
(C)
=
0.924211
=
1.004874 Cm
=
10.04874 mm
Allwable Deflection , +
0.080664
=
4000 250
=
16
mm
355.6
mm
Column Design Column Section Pipe,
19 Ixx
=
Iyy
=
15478.02
Cm4
Zxx
=
Zyy
=
870.53
Cm3
r1r2
=
12.24
Area
=
103.29
Cm2
Weight
=
980.72
Kg
Axial Load Coming on the column
=
1857.35
Compressive stress
=
Slenderness Ratio
Axial Load Z
=
1857.35 870.53
=
2.134
=
38.15
Kg/Cm2
mm Thk
Allowable Stress (fc) for steel conforming IS :226 & IS :2062 for St 42 Material
=
1000
Kg/Cm2
Therefore,
1000
>
=
870870 870.5
=
1000.39
1000.39 1417
+
2.134 1000
=
0.705992
+
0.002134
=
0.708126
<
1
Bending Stress ,
38.15019224
Kg/Cm2
Interaction Formula :
Hence Column is Safe. (D)
Deflection of Column Live Load B.M. =
1500
=
614800
+
37 x
400
Kg.Cm
Deflection Due to B.M. =
614800
x 2 x 2 x 10 ^6 x
=
9.84E+10 6.5E+10
=
1.513175 Cm
=
15.13175 mm
Total Deflection of Jib & Column
26
<
4000
26
<
26.7
160000 15478.02
=
10.04874441
=
25.18049499
=
26
+ 300
4000
Hence the Design is Safe.
+
mm
15.13175058
355.6 (E)
Design of Base Plate of Jib Crane
Assuming bearing capacity of concrete is (P), 42 η
KG/CM^2 =
Length of base plate in contact with concrete
=
3(A‐B)
A
=
800
66.7
cm
b
=
width of plate in this case is
C
=
Total Pressure on base plate in contact with concrete.
=
P η b 2
=
223977.6 2
=
111988.8
Total Dead Load
2089
Kg
=
111988.8
=
109899.8
Permissible shear stress
=
945
Net area of bolt required
=
109899.8
=
116.30
Total No. of Bolt
=
‐
2089
Kg/Cm^2 /
945
Cm^2
20 (I.e 6 bolts on one side will always be in tension)
Core area of bolt required
=
116.30
= Core Diameter of bolt required 12
We select
cm
kg
=
Tension of anchor bolt
80
10
11.62960847 cm^2
=
pi/4*d^2
=
0.785398163
d^2
=
15.27887454
d
=
3.908820095 cm
=
39.08820095 mm
Ø
/
42
bolt x
x
d^2
20
nos
Live Load
Wc
=
1500
Kg
(SWL)
Hoist Weight
Wh
=
37
Kg
Boom Weight
Wb
=
320.35
Kg
Slew Radius
I
=
400
cm
Over all length of boom L
=
430
Column weight
Wcl
=
1100.372
Column Base Dia
D
=
800
E
=
Young Modulus of steel
Mh
=
Turning moment at the base of column due to horizontal force
Mf
=
Turning moment at the base of column due to vertical force
FH
=
M
=
Horizontal force factor = 0.05 for Class II , ( as per Is 807 , clauses 4.4.3.2 & table 2 ) Total moment of inertia
m
=
modular ratio
fc
=
Permissible compressive stress in concrete
If
= = = =
7 N/mm^2 permisible tensile stress in steel 120 N/mm^2 Impact factor 1.3 for class II
M1
=
Moments above compressive zone
T
=
Force acting on the base plate bolt
C
=
Vertical compressive force
AC
=
Area of Concrete
T max
=
Tension in the farthest bolt
f1
=
Meximum tensile stress in foundation bolts
Kg mm
Glossary of Terms
ft
DeSign of Column base plate for Jib Crane Vertical Load at column base with Impact factor
=
13
P
=
(If x Wc) + Wh+Wb+Wcl
=
3407.721877 Kg
Turning moment at the base of column due to vertical force, M1
=
If x Wc
+
=
1987 +
=
70862.25
Wh
+
(Wb*L/2)
68875.25 Kg‐Cm
Turning moment at the base of column due to horizontal forces MH
=
M1 x FH
=
3543.1125
Kg‐Cm
Total moment of inertia , M
=
74405.3625 Kg ‐ Cm
No of Bolts =
20 No
PCD of Bolt=
700 mm
Size of Bolt =
42
P dia of bolt
=
Db
=
37.5
Let "n" be the distance line of the rotation / bending from edge fc ft/m
=
7
n d‐n x
13
where
d
=
n 1025‐n
120 91 = 120 0.758333 =
n
750
n 1025‐n
568.75 ‐
n 1025‐n 0.758333333 x
568.75 =
0.758333333 +
568.75 =
1.758333333 x
=
=
323.4597156
n
n
=
n
1x
n
with referance , Let Y 1 , Y2 , Y3 , Y4 , Y5 be the distance from line n Y1
=
51.54028436 mm
Y2
=
136.2129478 mm
Y3
=
231.8036106 mm
Y4
=
311.6409733 mm
Y5
=
376.0546335 mm
∑ Y
=
1107.252449 mm
∑ Y^2
=
1226007.987 mm^2
Taking moments above compressive zone , M1 (∑ Y/∑ Y^2)x (∑ Y/∑ Y^2) + (2 n/3) + r (D/2) ‐ (n/3) = M M1
T
C
=
M ‐(Px9.81 x (D/2 ‐n/3))
=
7299166.061 ‐
=
‐2468341.933 /
=
‐11446.59661
=
(M1 x (∑ Y/∑ Y^2))
=
‐10.33783815
=
AC
33419.41377
8.15655E‐07 +
215.6398 N ‐ mm
N
N
=
82464.45 ‐
25.77014 x
=
‐0.35498 ‐
10222.13
=
‐10222.5
=
(AC X Fc)/2
Fc
=
2 X C / AC
=
9767508 /
Cos‐1 (2Y1/D) x D^2)/4 ‐ (Y1/2)x √(D/2)^2 ‐ (Y1)^2
=
C
=
(∑ Y/∑ Y^2)x (∑ Y/∑ Y^2) + (2 n/3)
P + T
= Area
/
‐6.538413567...