3@ 6.
00 m 36000 mm
9000 mm Height = 3.00 m
4@ 1.20 m
Dead load 0.15 x area = 1.08 kN
Imposed dead load 0.15 x area = 1.08 kN
Live load 0.25 x area = 1.80 kN
Wind (down) 0.47 x area = 3.38 kN
Wind (up) 0.00x area = 0.00 kN
1.4 DL + 1.6 LL = 5.90 kN
1.2 (DL + LL + WL (up)) = 3.46 kN
1.2 (DL + LL + WL (down)) = 8.81 kN
1.0 DL + 1.4 WL (up) = 1.08 kN
1.4 (DL + WL (down)) = 6.25 kN
1.0 DL = 2.16 kN
1.0 LL = 1.80 kN
PURLIN
Moment = PL/8 = 6.61 kNm 1.62 kNm 1.35 kNm
Shear = P/2 = 2.95 kN 1.08 kN 0.90 kN
u = 0.90
Moment resistance = pySx = 9.80 kNm use SC- 150 16 v = 0.92
Sx= 21.78 cm3 λ/x = L/ry/(D/T)
Shear resistance = 0.6pyA = 64.80 kN 0.0278 kN/m = 2.67
ry= 24 mm λ = 250.00
Lateral torsional buckling = uvλ√βw = 258.756
pb = 74.50
Mb = 1.62 FAIL
RAFTER ( Secondary)
ULS DL LL
Moment = 3PL/5 = 33.32 kNm 13.11 kNm 11.16 kNm
Shear = 4P = 12.24 kN 4.75 kN 4.03 kN
Moment resistance = pySx = 21.53 kNm use 120 120 4 FAIL
Shear resistance = 0.6pyA = 149.738 kN Sx= 78.30 cm3 OK
A= 18.15 cm2
Deflection (dead load) = 63PL3/EI = 132.19 mm I= 402.30 cm4
Deflection (selfweight) = 5WL3/384EI= 14.76 mm 0.14247 kN/m
Deflection limit = L/150 = 60.00 mm FAIL
58.26 mm (PROKON UDL)
23.14 mm (Prokon) b/t = B-3t/t
146.95 mm (Manual) = 27.00 28,32,40
Deflection (live load) = 63PL3/EI = 100.24 mm
Deflection limit = L/180 = 50.00 mm FAIL
RAFTER (Primary)
Moment = 29.20 kNm 13.83 kNm 7.35 kNm
Shear = 16.00 kN 7.23 kN 8.05 kN
Moment resistance = pySx = 72.88 kNm use 254 102 25.3
Shear resistance = 0.6pyA = 378.956 kN Sx= 265.00 cm3
A= 32.19 cm2
Deflection (dead load) = 23PL3/648EI = 1008.24 mm I= 3410.00 cm4
Deflection (selfweight) = 5WL3/384EI= 791.52 mm 0.2530 kN/m
Deflection limit = L/150 = 240.00 mm D= 256.8 mm
56.01 mm (Prokon UDL)
26.68 mm (Prokon) T= 8.38 mm
1799.76 mm (Manual) ry= 21.5 mm
Deflection (live load) = 63PL3/EI = 1693.42 mm
Deflection limit = L/180 = 200.00 mm
Lateral torsional buckling Mb = pb Sx Le/ry= 279.07
= 32.07 D/T = 30.6444 OK
pb = 121
COLUMN ( 3.52 m) ( 3.00 m)
Selfweight = 0.20 kN/m = 0.70 kN use 140 140 4
Axial load = 16.00 kN Sx= 108.20 cm3
A= 21.35 cm2
Total load = 17.00 kN I= 651.60 cm4
0.1676 kN/m
Pc = Agpc = 499.59 kN D= 140.00 mm
T= 4.00 mm
ry= 55.20 mm
Section classification
b/t = B-3t/t
= 32.00 28,32,40
Le/ry= 63.7681
pc = 234
FOOTING
Axial load = 20 kN Concrete density ρ= 24 kN/m3
Column size = 140 140 4 Concrete strength fck= 25 N/mm2
Area required = 0.29333 m2 Steel strength (T) fyk= 485 N/mm2
(M) fyk= 250 N/mm2
Size = ### ### 150 Area= 1 m2 Bar diameter bar 1= 12 mm
Selfweight = 3.6 kN bar 2= 12 mm
Service soil pressure = 22 kN/m2 OK Concrete cover c= 25 mm
Soil pressure / length = 22 kN/m Soil bearing capacity = 75 kN/m2
d= 107 mm
140 M max at column surface d'= 31 mm
= WL2/2
430 430 = 2.03 kNm
W = 22 kN/m
Bending Reinforcement
M = = 37.50 kNm
K = M/fck bd2 = 0.13102 < 0.167 Singly reinforcement
z = d[0.5+√(0.25-K/1.134)] = 0.8667 d <0.95d
As = M/0.87fykz = 994.718 mm2 (As,req) Main bar (Bottom)
T 12 - 100 1131 mm2
As' = (K-0.167)fck bd2/ 0.87fyk (d-d') = -321.177 mm2
As = 0.167fck bd2/ 0.87fyk (z) +As' = 2109.16 mm2
9.2.1.1 As,min = 0.0013bd = 139.1 mm2
As,max = 0.04bh = 6000 mm2 2nd bar (Top)
T 8 - 100 503 mm2
7.4.2 Span effective depth ratio
ρ = 100As,req/bd = 0.92964 % >0.13%
6.2 Shear Reinforcement : vertical shear @ 1d from column surface
V = = 7.11 kN
Required shear reinforcement
k = 1+ √200/d = 2.36717 < 2 Use 2
Note: bar extend beyond critical section at 298 mm > 587 Asl = 0
ρ, = Asl/bd = 0 < 0.02
Vrd = 0.12bdk(100ρ,fck)^(1/3) = 0 kN.
Vmin = 0.035bdk^1.5x√fck = 52.9623 kN OK
6.4 Shear Reinforcement : punching shear @ 2d from column surface
Average d = 113 mm
2d = 226 mm
Control perimeter, u = 1980 mm
Area within perimeter, A = 0.30662 m2
Punching shear force = 13.87 kN
ved = 0.06198 N/mm2
vrd,c = 0.46869 N/mm2 OK
6.4 Shear Reinforcement :maximum punching shear @ column perimeter
Vrd,max = 0.5ud [ 0.6 (1-fck/250)] fck/1.5
= 284.76 kN OK
7.3.3 Cracking
h= 150 mm
Steel stress under the action of quasi-permanent loading
fs = (G + 0.3 Q)/ (1.35 G + 1.5 Q) x ( As,req/ As, prov)(fyk/1.15)
= 189.17 N/mm2
T 7.3N For design crack width = 0.3mm
Max allowable bar spacing > 300 mm
Max bar spacing = 100 mm OK
Area = 324 m2
Length Weight Total %
(m) (kN/m) (kN)
PURLIN 144 0.0278 4.0032 13.55
RAFTER ( Secondary) 36 0.14247 5.12892 17.37
RAFTER (Primary) 72 0.2530 18.216 61.68
COLUMN 13 0.1676 2.1855 7.40
29.5336 100.00
0.09 kN/m2
Loading L= 36 m
Live load = 2.50 kN/m² B= 9m
Dead load selfweight = 3.60 kN/m² thk= 0.15 m
finishes = 1.20 kN/m²
partition = 1.00 kN/m² H L THK
150mm brickwall = 113 kN 3.0 13.2 0.15
100mm drywall = 7.66 kN 3.0 14.19 0.10
metal + gypsum = 282 kN 3.0 94
1.242 kN/m² Design soil bearing capacity
75 kN/m2
FIRST CHECK
UDL = 1.4 DL + 1.6 LL = 13.86 kN/m² OK
SECOND CHECK
Heaviest load = 8.55 kN assume 1 m 150
Main reinforcement
Concrete density ρ= 24 kN/m³
Concrete strength fck= 25 N/mm²
Steel strength (T) fyk= 485 N/mm² 75 (d)
(M) fyk= 250 N/mm²
Bar diameter bar 1= 8 mm 450
bar 2= 8 mm
Concrete cover c= 25 mm
d= 75 mm
d'= 29 mm
Moment = PL/4 = 0.962 kNm
K = M/fck bd² = 0.01 Singly reinforcement
z = d[0.5+√(0.25-K/1.134)] = 0.99 use 0.95 d
As, prov
As = M/0.87fykz = 30.58 mm² T 8 - 200 251 mm2
As,min = 0.0013bd = 97.5 mm²
As,max = 0.04bh = 6000 mm²
Cracking
h= 150 mm
Steel stress under the action of quasi-permanent loading
fs = 0.6 x ( As,req/ As, prov) x (fyk/1.15)
= 30.79 N/mm2
For design crack width = 0.3mm
Max allowable bar spacing > 200 mm
Max bar spacing = 100 mm OK
PURLIN
150 65 16 Deflection limit
py 450 ry 24 mm Total load 20
spacing 300 mm Zx 21.78 mm3 Live load 16.67
span 3m Sx 23.6 mm3
I 1770 10^6 mm4 u 0.9
Load on purlin selfweight 0.038 kN/m
dead load 1.602 kN/m 5.340 kN/m2
live load 0.600 kN/m 2.000 kN/m2
ULS 1.4 G+ 1.6 Q 3.305 kN/m
SLS 1.0 G+ 1.0 Q 2.240 kN/m
ULS SLS DL LL
Moment WL2/8 3.72 2.52 1.85 0.68
Shear WL/2 4.96 3.36 2.46 0.90
Deflection 5WL3/384EI 3.20 2.17 1.59 0.58
PROKON 7.30 4.94 3.56 1.38
Lateral torsional buckling
Le/ry 125.00
D/T 9.375
λ/x 13.33
v 0.56
λLT 60.52
pb 299.00
Mb 6.51
Length 2.25 1.5 2.25 1.5 2.25 1.5 2.25 1.5
Continuous sag hog sag hog sag hog sag hog
Moment 2.08 3.72 1.41 2.52 1.03 1.85 0.38 0.68
Shear 6.20 4.20 3.08 1.13
Deflection PROKON 3.15 2.13 1.56 0.57
Reaction 3.718 12.39 2.51 8.4 1.845 6.15 0.675 2.25
Lateral torsional buckling
Le/ry 93.75 62.5 93.75 62.5 93.75 62.5 93.75 62.5
D/T 9.375 9.375 9.375 9.375
λ/x 10 6.667 10 6.667 10 6.667 10 6.667
v 0.64 0.74
λLT 51.88 40
pb 344 396
Mb 7.492 8.625
Moment 66.96
Shear 76.76
Deflection PROKON 18.59
Reaction 72 107.7 111.2 76.16
