CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
DESIGN OF MAIN FRAME Span =
19.27 m
Span of frame
H=
8.195 m
Height of frame
tan α =
0.1
Spacing =
7.5
Purlin Spacing =
Rafter Slope
m
Spacing between frames
1.425 m
Spacing between Purlins
Loads on Covering Corrugated Steel Panels Using covering corrugated steel sheet of thickness
0.55
mm
Consultant Office Prof. Mohamed Raslan
Designed by: Eng. Moh. El-Fawal date: 5/30/2010
CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
WIND LOAD
F = Cf k q A Where
F
Total wind load
Cf
Exposure Factor
k q
Wind Pressure
A
Exposure Area
Wind direction
Wind Pressure factor
P2
q= k=
70 1
Ce =
0
Ce =
-0.6
P1 =
420
kg/m
P2 =
0
kg/m
P2b =
315
kg/m
Suction
P3 =
262.5
kg/m
Suction
P4 =
262.5
kg/m
Suction
CAIRO zone
kg/m² H=
8.195
m
for the inclined surface facing wind Pressure
P3
Consultant Office Prof. Mohamed Raslan
Designed by: Eng. Moh. El-Fawal date: 5/30/2010
CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
DESIGN OF PURLINS Determining the spacing between PURLINS spacing between PURLINS =
1425
mm
Max uniform uniform load (from panels) panels) =
705.38
kg / m
H mm 200
B mm 80
t mm 3
h'
cm² 10.44
kg/m 8.2
designed as simple beam of U load =
82.65
kg / m
Max moment at mid-span (M) =
581.14
m.kg
f max = M/Zx=
922.01
kg/cm²
check of deflection max deflection = span / 200 = actual deflection =
mm 0
Use purlins of section A W
3.75 2.57
cm cm
CG cm 1.78736
ix
Zx
Ix 4
3
cm 630.28
<1400
cm 63.03
safe
OK
cm 7.77
Consultant Office Prof. Mohamed Raslan
CALUCLATION SHEET
Designed by: Eng. Moh. El-Fawal date: 5/30/2010
RMFT Workshop Alexandria Construction Company
LOADS OF CRANE OF CAPACITY
Span of crane bridge = Span of crane track = Crane capacity = Weight of trolly = Own weight of crane bridge = End carriage wheel spacing = Impact Factor = Lateral shock factor = Breaking force factor = Min at Crane Crab End =
10
ton
18
m m ton ton t/m m
5 10 2 0.5 3.08 25 10 15 1
% % % m
3.08 3.23
L shock 1.2
2
3.23
0.49
SAP2000
5/30/10 22:02:33
SAP2000
5/30/10 22:02:48
SAP2000
5/30/10 22:03:18
SAP2000
5/30/10 22:03:37
SAP2000
5/30/10 22:03:51
SAP2000
5/30/10 22:06:05
SAP2000
5/30/10 22:06:16
Consultant Office Prof. Mohamed Raslan
Designed by: Eng. Moh. El-Fawal date: 5/30/2010
CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
Case of Loading Load Name
L Type
Dead Purlin LL Purlin WL
Dead Live Wind
Load Combinations kg/m² 42 300 252 210
1 ■
■
■
■
■ ■
STRAINING ACTIONS use SAP 2000 ( computer program ) to figure the str aining actions after case of loading B
C
A 2
1
2 19.27
frame
straining actions
postion
(1 2)
top
N 20
C
Mx
My
6
0
Consultant Office Prof. Mohamed Raslan
designed by: Eng. Moh. El-Fawal date: 5/30/2010
CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
Design of COLUMN Column Geometry
L = L in = L out =
Strainning Actions
8.195 m
Height
8.195 m
Unsupported height in-plan
4
m
Mx= My= N =
Unsupported height out of plan
Section Assumption
section dimensions (mm) b 170
s 8
Element H or L ( cm) h pro. of b section s t inertia ( I )
m.t
about major axis
0
m.t
about minor axis
20
t
compression
Section Properties
X-X
section IPE 360 + 2 Pl
h 384
17
t 24.7
AREA
weight
cm² 110.75
kg/m 87
Y-Y
Ix
Zx
ix
Iy
Zy
iy
cm 29644
cm 1544
cm 16.37
cm 2024
cm 238.12
cm 4.28
Column
Rafter 1
Rafter 2
8195 384 170 8 24.7
9500 300 150 7.1 10.7
0 0 0 0 0
29644
7999
0
Consultant Office Prof. Mohamed Raslan
CALUCLATION SHEET
designed by: Eng. Moh. El-Fawal date: 5/30/2010
RMFT Workshop Alexandria Construction Company
20 bf / √ (Fy) =
219
cm
Non-Compactt Section Non-Compac
1380 Af Cb / (d Fy) =
629
cm
0
Fltb1= 800xCb/(Lud/Af ) =
2.19
t/cm²
2
Lu/ r t =
81.5
84 √(Cb/Fy) =
54.2
Fltb2 = 0.58XFy =
1.39
t/cm²
4
Fltb2 = (0.64-(L u/r t) Fy/1.176X10 Cb)Fy =
1.5
t/cm²
188 √(Cb/Fy) =
121
2
5
3
2
Fltb2 = 12X10 Cb/(Lu/r t) =
Fb=
1.81
t/cm²
1.5
check of stresses :
f caca = N/A = F
180.59
kg/cm²
Consultant Office Prof. Mohamed Raslan
CALUCLATION SHEET RFMT Workshop Alexandria Construction Company
Design of RAFTER (A-B) - at crest
L l
=
9.5
m
=
1.5
m
spacing between purlins
strainning actions
Mx= My= N =
14.33 m.t 0 m.t 1.3 t
assume the section dimensions to be as follows : Section IPE no. 360
h = b = s = t = h' =
360 170 8 12.7 320
mm mm mm mm mm
.
so, from calculations the properties of section to be :
A=
I
116.13 cm²
designed by: Eng. Moh. El-Fawal date: 5/30/2010
Consultant Office Prof. Mohamed Raslan
CALUCLATION SHEET RMFT Workshop Alexandria Construction Company
Design of RAFTER (middle)
L l
=
9.5
m
=
1.5
m
spacing between purlins
strainning actions
Mx= My= N =
8.89 m.t 0 m .t 1.8 t
assume the section dimensions to be as follows : h b s t
= = = =
Section IPE no. 360 360 mm 170 mm 8 mm 12.7 mm .
so, from calculations the properties of section to be :
A=
69.95 cm²
Ix =
15524 cm
designed by: Eng. Moh. El-Fawal date: 5/30/2010
Consultant Office Prof. Mohamed Raslan
designed by: Eng. Moh. El-Fawal date: 5/30/2010
CALUCLATION SHEET
Determine moment of inertia of built-up I sections SECTION NAME R mid
sect sectio ion n dime dimens nsio ions ns (mm) (mm)
AREA AREA weig weight ht
X-X
Y-Y
Ix
Zx
ix
Iy
Zy
iy
h
b
s
t
cm²
kg/m
cm
cm
cm
cm
cm
cm
3 60
1 70
8
12.7
69.95
55
15524
862.44
14 . 9
10 42
122.59
3.86
Determine moment of inertia of built-up sections ( rafter design ) SECTION NAME Rafter AA -B
section di dimensions (m (mm) h 3 60
b 1 70
s 8
t 12.7
h1 3 20
Area1
AREA
weight
cm² 69 . 95
cm² 1 16. 13
kg/m 91.2
X-X
center x-x cm 357.02
Ix cm 58671 15524
Zx
Iy
Zy
cm cm cm cm 3633.1 22.48 1 56 3 183.8824 for getting the G value to get K
1 M:\Modified Files\Badr City-Steel Factory\Design\Reinforced Bar Workshop Design.xls
