Parashiot: Commentaires sur la section hebdomadaire de la Thora
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STRUCTURAL DESIGN CALCULATIONS 6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR STRUCTURAL DESIGN CALCULATIONS
25-Oct-09
0
Date
Revision
Description
Calc. by
Checkd. By
Appd. By
REVISION HISTORY
w
w21.8 m
w
0
0.5H 1H:1
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR 6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
Checking of Fabric Sunshade *** COMMERCIAL 95 PRE KNITTED SHADE CLOTH *** 3100
200
PROJECT :
0.43
COMMERCIAL 95 PRE KNITTED SHADE CLOTH
Y = C + SAG S2 + C2 = Y2 S2 + C2 = ( C + 0.2 ) 2 S2 + C2 = C2 + 0.4 C + 0.04 S = ( 0.4 C + 0.04 ) X = C ln (( S + Y ) / C ) 1.55 =C ln {( ( 0.4 C + 0.04 )) + ( C + 0.2 )} / C BY TRIAL AND ERROR TRY C = L2 / ( 8 * SAG ) 2
TENSILE STRENGTH OF FABRIC ( PRE CONTRAINT 1202S ) 635 daN / 5 cm 6350 N / 50mm
127 kN/m
>
2.66 kN/m
OK
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR PROJECT :
6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
*** 20mm DIA WIRE ROPE ***
500
8100
2.66
Y = C + SAG S2 + C2 = Y2 S2 + C2 = ( C + 0.5 ) 2 2
2
2
S + C = C + 1.0 C + 0.25 S = ( 1.0 C + 0.25 ) X = C ln (( S + Y ) / C ) 4.05 =C ln {( ( 1.0 C + 0.25 )) + ( C + 0.5 )} / C BY TRIAL AND ERROR TRY C = L2 / ( 8 * SAG ) 2
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR PROJECT :
6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
DESIGN REFERENCE BS 5950 part 1: 2000 Structural use of Steel (Code of Practice for Design - Rolled and Welded Section) BS 8110 part 1: 1997 Structural use of Concrete CP3 chapter V : Loading, Part 2 : Wind loads DESIGN CONSIDERATION Compressive Strength, fc
30 N/mm2
Steel Yield Strength, fy
420 N/mm2
Soil Bearing Capacity
100 kPa ( Assumed; subject for soil investigation report )
Unit weight of concrete
24 kN/m3
Grade of Steel as per BS 5950 part 1 : 2000
S275
Grade 8.8 Bolt 8.1m
Loading Consideration
SHADENET + FRAMING
6m
DEAD LOAD =
0.05 kN/m2
Basic Wind Speed, V
=
45 m/s
Height of Structure
=
3.2 m
Topographical Factor, S1
=
1.0
( Ground roughness, Bldg size, Height above ground , country with many windbreak, ), S2
=
0.68
Statistical Factor, S3
=
1.0
Design Wind Speed, Vs
= = =
VS1S2S3 45 * 1 * 0.68 * 1 30.6 m/s
Dynamic Pressure, q
= =
0.613 * 30.62 * 10-3 0.57 kN/m2
WIND LOAD
( table 3 of CP3 Chap V part 2)
For a duopitch canopy roofs with maximum roof angle of 14.5° Considering overall coefficient
= =
+ 0.4 - 1.2
Reduction factor for free standing multibay canopy roofs (on second bay) on Maximum ( + ) = 0.87 On Minimum ( - ) = 0.64 Canopy Wind Pressure,
= =
0.57*0.4*0.87 0.57*1.2*0.64
=
4.0 mm x 2.5" dia pipe
Member Section Rafter Pipe
= =
0.19 kN/m2 0.43 kN/m2
8.1m
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR PROJECT :
6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
DESIGN OF CANOPY ROOF Total surface area
= =
6 * 3.1 + (2+8.1)/2 * 3.1*2 49.91 m2
since the wind pressure coefficient on roof varies by zone total wind pressure reduce by 15% consider a 15% reduction of the total pressure on roof ( case 1 )
Upward force due to wind = = =
( case 2 )
6m
49.91 * 0.43 21.46 * 85% -18.24 kN
= =
( 3.052 + 32 )1/2 4.27 m
L
= =
( 0.782 + 4.272 )1/2 4.34 m
tan Ø
= =
0.78 / 4.27 10.3
X
8.1m 3.1
Downward force due to wind and weight of canopy roof = 49.91 * 0.19 * 85% + 49.91 * 0.05 = 10.55 kN
0.78m 6m
RAFTER PIPE Section property of 2.5" mm dia pipe 4.0 mm thick Area radius of gyration
Considering case 1 , force equally resisted by rafter pipe member ( compression ) = =
(10.55 / 4) / sin 10.3 14.75 kN
Considering case 2 , force equally resisted by rafter pipe member ( tension )
Slenderness ratio From table 24 a, BS 5950 Compressive Strength, rc Compression Resistance Tension Resistance
= =
(18.24 / 4) / sin 10.3 25.5 kN
= =
4340 / 30 206
=
40 N/mm2
= =
747 * 40 * 10-3 29.88 kN
= =
747 * 275 * 10 205 kN
2.0m
> 14.75 kN
OK
> 25.5 kN
OK
-3
3.1
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR PROJECT :
6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
BASE CONNECTION 350 mm x 350 mm x 20 mm thk base plate with 4 nos of M25 Grade 8.8 Anchor Bolt with embedment length of 600 mm Bolts subjected to tension due to Moment 50.89 * 10
6
-3
=
2 * T * 220* 10
T
=
115.6 kN
T
= =
15.37 / 4 3.84 kN
total
=
119.4 kN
= =
0.75 * p * 25 /4 * 450 * 10 165.5 kN
= =
119.4 * 103 / ( p * 25 * 0.5 *√30 ) < 600 mm 555 mm
= =
119.4 * 2 * 0.04 9.55 kNm
= =
9.55 * 106 / 275 34734 mm3
»
34.7 cm3
= = =
350 * 202 / 6 23333 mm3 23.3 cm3
<
34.73 cm3
Using 25 mm dia Grade 8.8 bolt Capacity Embedment length Plate bending moment Section Modulus Required
2
-3
> 119.4 kN
OK OK
considering base plate section modulus, Sx
not OK
Section property (section A - A) with 12 mm gusset plate N. A. ( x )
=
126 mm
Sec. Moment of area, Ix
=
9606151 mm4
Section Modulus, Sx
= =
405867mm3 40.5 cm3
12
150
>
34.73 cm3
OK
x
18
Welding Capacity of 10mm fillet weld Capacity per 1mm
270
350 270
10 * 0.7 * 220 1540 N/mm
40
4 nos. 25mm dia grade 8.8 bolt 10mm weld 350 x 350 x 20mm thk STEEL PLATE 6.6" dia x 11mm thk CHS COLUMN
40
350
40
40
= =
12mm thk STIFFENER PLATE
350 SECTION A-A
AL JAIDAH AND SONS TENTS AND UMBRELLA TRADING CO INDUSTRIAL LINE -18 DOOR -54 QATAR PROJECT :
6.0 x 8.1 CAR PARKING SHADES - PROMER QATAR
Considering 1.6m x 1.6m x 1200mm thick Concrete Footing Weight of Footing
