Design of Industrial Building

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  • Topic: Trigraph, Dead and live loads, Pressure
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  • Published : October 2, 2011
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Design of Industrial Building
Location:Chennai
Area:15 x 30m
No of Bays:7
Bay spacing:5m
Bay span:15m
STEP 1:- Design of Purlins
A) Load Calculation:
1. Dead load=0.205 KN/m2
2. Live load=0.52 KN/m2
3. Wind load=
i) Design wind speed, V2 = K1xK2xK3 xVb
From IS 1987 – (part3), table 1;
K1 = 1.0 (rise coefficient assuming the life of building to be 50 years) From Table -2
K2 = 0.8 (Assuming terrain category 4)
K2 = 1.0 (Topographs pacion)
Wind speed in Chennai, Vb = 50 m/sec
Design wind speed ,Vz = 1x0. 8x1x50
= 40 m/s
Design wind pressure, Po = 0.6x402
= 0.96 KN/m2 ii) Wdz = 0.205 cos 21.8
= 0.19 KN/m
Wlz = 0.5 x cos 21.8
= 0.483 KN/m
Wwz = 0.96n
= 1 KN/m
Wdy = 0.205 x sin 21.8
= 0.076 KN/m
Wly = 0.52 x sin 21.8
= 0.193 KN/m
Wy = 0 (wind pressure is perperdicular to surface)
B) Factored load combination:
Z – direction:
(i) 1.2 (WL, DL + L.L) = (1.2 x 01) + (1.2 x 0.19) + (1.2 x 0.423) = 2.007 KN/m
(ii) 1.5 (D.L+L.L) = 1.5 (0.19+0.485)
= 1.0095 KN/m
Wz = 2.007 KN/m
Y - direction:
(i) 1.5 (D.L+L.L) = 1.5 (0.076+0.193)
= 0.403 KN/m
Wy = 0.403 KN/m
C) B.M and Shear Force:
Mz = 2.007 x 52/8
= 6.27 KN/m
My = 0.403 x 52/8
= 1.25 KN/m
Fz = Wzxo/2
= 2.007x5/2
= 5.017KN
Fy = Wyxl/2
= 0.403x5/2
= 1.0075KN
D) Selection of purlin:
Plastic section modules rewrite d1
Is MC 200 Channel Section=MzxMofy+2.5xdx 4y x mofy
=6.29x106x1.1150+2.5 x20075x 1.25x1.1250 = 27588 + 36666.67 = 64.25 x 103 mm2 i)Section Properties:

C.S Area = 284mm2
Depth of section, h = 200mm
Width of flange , b = 75mm
ThicKNess of flange, tf = 11.4mm
ThicKNess of wed, tw = 6.1mm
Depth of web, d = h-2 (tf+2)
= 200 – 2 (11.45+1.1)
= 155.2mm
Elastic section modules, Zez= 181.7x103mn3
Elastic section modules, Zoy = 26.3x103mm3
ii)Section Classification:
b/tf = 75/11.4
= 6.57 <9.4
d/tw = 155.2/6.1
= 25.04 <H2
Hence the section is plastic
iii)Calculation of share capacity:
Z - Direction
Vd = fymo x 3 x hx tw
= 2501.1 x 3 x 200 x 6.1
= 160.18KN
0.6Vd = 96 KN > 5.019 KN
Y – Direction
Share capacity = 2501.1 x 3 x 2x 75x 11.4103
= 274.4KN > 1.007KN
Hence Safe
iv)Design capacity of section:
Mdz = Zpz x fyMO x 211.2gr 103 x 2501.1 x 103=48 KN
Mdz = < 01.2xZe x fy / rmo
48 KN m < 1.2 x 181.7xNO3 x 250 / 61x106
= 49.55KNm
48 KN m < 49.54KN m
Hence Mdz = 48 KN m > 6.27 KN m
Mdy = Zpy x fy Mo= 40.116x103x2501.1x106
= 9.25KNm
Mdy = < rm x Zey x fymo
= 1.5x26.3x103x2501.1
= 8.96KN m
Mdy = 8.96KN m > 1.25 KN m
Hence it is safe
v) Check for Biaxial bending:
MzMdz+ MyMdy < 1
6.2748 + 1.258.96=0.13+0.14
= 0.27 < 1
Hence safe
vi) Check for deflection:
S = 5Wl438Wt
= 5x1x5004304 x 2x 105 x 1.30x104
= 2.2mm
Allowable deflection = l/180
= 5000180
= 27.78mm
2.2mm < 27.78mm
Hence safe
Provide IS MC 200 @ 22.114/m as purlin
Step 2:-Design of portal frames:
A) Load calculation:
1. Dead load calculation
(i) Wt of GII sheet = 0.085 KN/m2
(ii) Fixings = 0.025 KN/m2
(iii) Service = 0.100 KN/m2
(iv) Weight of porlin = 0.4KN/m2
Total D.L = 0.085 x 0.025 + 0.1+0.16
= 0.37
= 0.4 KN/m2
D.L/m run on rafter = 0.4x5
= 0 KN/m
2. Live load = 0.52 KN/m2...
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