All about usage of glass in ArchitectureFull description
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FIN GLASS CALCULATION (HEIGHT-9 M)
I.
General To design adequate fin glass of a curtain wall meeting required criteria. All units is in metric system.
II. II.
Desi Design gn Calc Calcul ulat atio ion n 1
Design Code BS 8118 Part 1:1991:Structural Use of Aluminium. Code of Practice for design ASCE 7-05 Min. Design Loads for Buildings and other Structures
2
Material us used 2
Allowable stress, heat strengthened Glass
:
33.00
N/mm
Allowable stress, tempered glass
:
49.00
N/mm
Allowable stress, structural sealant
:
138.00
N/mm
Modulus of Elasticity, E
:
72000.00
N/mm
G v
: :
28300.00 0.22
N/mm
vantage fin glass H=9m
2 2 2 2
3
Loading
Dead Load (DL) Wind Load
:
Glass panel weight
0.4238
2
kN/m
: 45.00 m/s 3-sec gust : 45 / 1.78 25.28 m/s Refering to table 4, mean hourly speed wind may be assessed by dividing 3 sec gust wind by Sb factor (1.78) at 10m height for site in country. : Length of Building, L 75.20 m : Width of Building, W 75.00 m : Height of Bldg., H 122.00 m
Basic Wind Speed, v
4
Load Combination
1.0 Dead Load (for service ability check) 1.0 Wind Load (for service ability check) 1.2 Dead Load ± Wind Load 5
Wind Load calculation
Refer to wind calculation for full details. :
Max. Wind Pressure 6
Analysis of Fin Glass
1.250
F1
fin glass width B = fin glass thickness t = Fin glass Height = Glass panel Width = Ixx = Iyy = Zxx = y= J=
Horizontal loading act on glass panel wl = 1.25 Note: Assume the fin glass simply supported
mm mm mm mm mm4 mm4 mm3 mm mm4
kpa
Check the bending stress of fin glass Bending moment due to horizontal loading M = q*L^2 / 8
q= L= M=
1.25 x 9000 mm 1.5625 x
Check local buckling: Mmax = 72000.00
x
1.25 =
1.5625
N/mm
9000 ^2 / 8 =
15
15,820,313 Nmm
^3 / [6x(1+0.22)] =
33.20
kNm > M ok
Check lateral buckling: Mcr = [ (pi/L)^2 x (E Iy) x (B^2/4 + y^2) + (GJ) ] / 3y = 1E-07 x 1E+10 x 1E+05 + 1.6E+10 750 = 21.431 kNm > M ok Bending stress due to wind loading fbc = M / Zxx =
25.31
Mpa
<
Check the deflection of fin glass Deflection due to horizontal loading
vantage fin glass H=9m
49
Mpa ok
2
kN/m
q= L= ExI= deflection =
1.25 x 9000 mm 1.125E+13 11.87 mm
1.25 =
1.5625
<
N/mm
9000
/
180 =
60
50.0
mm
but shall shall be
A-A
Rw
50
Rd
s=
120
400
Fin
300 Rw Glass panel size: internal air space external
=
7.03125 kN
Fin glass:
= = = = =
8 1.5 8 0.424 0.397
Dead load: Rd1 Rd2 Rd
= = =
4767.66 N 1787.87 N 6555.53 N
Check the 3 nos. of M Max shear force act on the bolt V = 1.4 = 13458.5 Max shear resistance of one bolt Vrs = 310 = 97233.5
mm mm mm kPa kPa
16 bolt. Net area is
x( N
= =
Max force acting on the section V =
157 mm2 (A2-70)
7031.3 ^2 + 6556 ^2)^0.5 = 13458.5 / 4 = 3364.6 N
x 157 x N > V ok
Check the A-A section of the
Area Zxx
100
2
6 mm SS angle
400 x 320000
6x
2=
4800
mm2
7.0313 x
1000 =
9843.75 N
=
590400 N
mm3 23
1.4 x
Maximum shear force resistance of the section Vr = 4800 x 123 Maximum bending moment acting at in-plane axis Mx = 1.4 x 7.0313 x Maximum bending resistance of the section Mr = 320000 x
205
85
> V ok
=
836.7188 Nmm
=
65600000 Nmm > Mx ok
vantage fin glass H=9m
Design of angle connection (between fin and concrete) Check for the thickness of angle (Tp) Spacing , sb = s/2 Applied force, Vam = Rd / 2
: :
60 3.28
: : : :
160 400 196666 3.5
:
6
nos
0.88
: : :
7.0313 1.1719 6.248
kN kN kN
> v...Pass!
0.88
: : :
6.5555 1.0926 3.696
kN kN kN
> t...Pass!
Fy, Bending stress of angle Breadth, B M = Vam x sb Tp = √ (4M / FyB) Design of anchor bolt (angle connection to concrete) (above force will be resisted by the tension capacity of expansion bolt) Number of bolts = n Using 10 mm diameter expansion bolt Maximum Shear force, Rw Shear load per bolt, v = Rw / n Shear capacity per bolt, Vc (as per below table) 7.1 x
Maximum tensile force, Rd Tensile load per bolt, t = Rd / n Tension capacity per bolt, Tc (as per below table)
