loading on canopy
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Loading on Canopy
Dead load
Aluminium Clad = 0.5 = kN/m
Other =
Imposed load
On roof = 0.25
Wind load
Basic wind speed ( V ) = 38 m/s
Design wind speed (Vs) = VxS1xS2xS3S1 = 1.1 T:b-2 b conditionS2 = 0.7 T:b-3 2cS3 = 1.0
Vs = 29.26 m/s
Dynamic pressure (q) =k = 0.59q = 0.51
if wind angle = 0 deg if wind angle = 180 deg
Cp -1 -1
Cp 1 0 1 0
F1 F2 F3 F4
wind load -0.51 0.51 -0.51 0.51
load combination for canopy
DL = 0.50 Critical canopy loadsIL = 0.25WL 1 F1 = -0.51 downwards = 1.51
2 F2 = 0.51 upwards = -0.213 F3 = -0.514 F4 = 0.51
case 1 : 1.4DL+1.6IL = 1.10
case 2 : 1.0DL+1.4WL 1 = -0.212 = 1.213 = -0.214 = 1.21
case 3 : 1.2DL+1.2IL+1.2WL 1 = 0.292 = 1.513 = 0.294 = 1.51
kN/m²
kN/m²
kN/m²
kXVs²
kN/m²
kN/m² kN/m² kN/m² kN/m²
kN/m²kN/m²kN/m² kN/m²kN/m² kN/m²kN/m²kN/m²
kN/m²
kN/m²kN/m²kN/m²kN/m²
kN/m²kN/m²kN/m²kN/m²
Load combination for truss or fram
truss space = 5 m
Dead load as Udl as point loadroof = 2.50 kN/m #REF! kNswif wt = 0.5 kN/m #REF! kN
Total = 3.00 kN/m = #REF! kN
Imposed load as Udl as point loadroof = 1.25 kN/m = #REF! kN
Wind load as Udl as point load
F1 = -2.53 kN/m = #REF! kNF2 = 2.53 kN/m = #REF! kNF3 = -2.53 kN/m = #REF! kNF4 = 2.53 kN/m = #REF! kN
Sanken Project-Toyota Wattala
Job Ref.
CONSTRUCTION (PVT) LTD Section- Canopy Beams Sheet no./rev.
sky's the limit Calc. by Date Chk'd by Date App'd by Date
Steel Design -BS5950-1:2000 Umesh 4/17/2023 PP
Ref. Calculations Output
Design for I sections
Use 150x 100x 21.1 kg/m section
Design Load (ULS-from slab) 2.84 kN/mSpan 2.10 m
Section Properties Use 150x 100x 21.1 kg/m sectionWeight = 21.10 kg/m
275D = 148 mmB = 100.0 mmT = 9 mmt = 6 mmr = 11 mm
1020
61.7 mm
23.7 mm
Loading
Ult. load (UDL-with Self Load)= 3.14 kN/mUlt. Point Load (Edge of Beam)= 0.00 kNSer. load (UDL-with Self Load)= 2.09 kN/mService load = 0.00 kN
6.91 kNm 6.91 Check Manually
6.58 kN 6.58 Check Manually
Shear Capacity Check
BS5950-1:2000 Steel Grade S275
Table9 275.00BS5950-1:2000
Cl. 4.2.3
146.52 kN 146.52Shear Force = 6.58 kN 6.58
Section is Satisfied for Shear.
Section Classification CheckBS5950-1:2000 Section Classification for Flange
Table 11 b/T 5.56
Limiting Values€ 1.00
9 € 9.0010 € 10.0015 € 15.00
Flange Section is Class 1 Plastic
Section Classification for Web
d/t 21.67
Limiting Values€ 1.00
80 € 80.00100 € 100.00120 € 120.00
Web Section is Class 1 Plastic
Therefore I Section is Class 1 Plastic
Moment Capacity CheckBS5950-1:2000
Cl. 4.2.5.2 Low Shear Low Shear
S(Plastic Section Modulus)=
150450.00
41373750.00 Nmm41.37 kNm 41.37
Bending Moment = 6.91 kNm BMmax = 6.91
Section is Satisfied for Bending.
BS5950-1:2000 DeflectionTable 8 Allowable Deflection (Length/180) 11.67 mm
Actual Deflection = 2.43 mm
Section is Satisfied for Deflection.
Hence the selected I - section is ok for the floorUse 150x 100x 21.1 kg/m section
Chuan Eu International
Pte Ltd-Product Guide
Py = N/mm2
IX = cm4
RX =
RY =
BMmax = BMmax =
SFmax (When Point load at support)= SFmax =
Design Strength (Py) N/mm2
Shear Capacity (Pv)= .6 x Py x Av
Pv =
SFmax =
Section is Satisfied for Shear.
Flange Section is Class 1 Plastic
Web Section is Class 1 Plastic
Therefore I Section is Class 1 Plastic
Moment Capacity (Mc )= Py x S
btf ( d - tf ) + 0.25tw ( d - 2tf )2
mm3
Mc =
Mc =
Section is Satisfied for Bending.
(wSerl4/8EI )
Section is Satisfied for Deflection.
Hence the selected I - section is ok for the
floor