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Structural Purlin Design Guide

This document summarizes the design of purlins for a roof with 3 spans. It provides specifications for the steel, loads, and section properties of C100x50 purlins. It then calculates bending moment, shear force, and deflection for 4 load cases including dead load, live load and wind load. The results show the purlins are safe for bending, shear, and deflection. The worst case is load case 2 of dead and live loads, with bending stress of 73.91 MPa, shear of 3.84 kN, and maximum deflection of 11.50 mm.

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192 views2 pages

Structural Purlin Design Guide

This document summarizes the design of purlins for a roof with 3 spans. It provides specifications for the steel, loads, and section properties of C100x50 purlins. It then calculates bending moment, shear force, and deflection for 4 load cases including dead load, live load and wind load. The results show the purlins are safe for bending, shear, and deflection. The worst case is load case 2 of dead and live loads, with bending stress of 73.91 MPa, shear of 3.84 kN, and maximum deflection of 11.50 mm.

Uploaded by

eng.yehia.omara.kbh
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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Ax (cm
###
DESIGN OF PURLINS ###
Project : ###
Plot # : ###
Client : ###
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Design Data and Specifications: 2.300 ###

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Type : Continuous (3 spans or more) ###
spacing: purlins (slope) = 1 m 2.3 ###
rafter = 2.3 m ###
Number of Sagrods = 1 1.15 ###
Steel: BS 1449-1-1.5 (CR) GRADE 43/25 ###
unit weight = 77 kN/m3 SECTION PROPERTIES: ###
Modulus of Elasticity = 205000 MPa section: C 100x50 ###
Loads: wind load = 0 kN/m² Sx = 23.87 cm3 Ix = 206.0 cm4 ###
weight of sheets = 0.2 kN/m² Sy = 4.2 cm3 Iy = 29.3 cm4 ###
imposed DL = 1.5 kN/m² wt = 0.135 kN/m D = 100 mm ###
roof Live Load; LLroof = 1.5 kN/m² A = 10.6 cm² ###
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Computation: W wn ###
horizontal projection of purlin spa 9+ = 1.0000 m ###
dead Load on purlins (own wt. + super imposed + roof sheets) wt ###
wpd = 1.8350 kN/m ###
live load on purlins ###
wpl = 1.5000 kN/m ###
wind load on purlins 0.000 ° ###
wpw = 0.0000 kN/m ###
wL² LOAD CASES (UBC 1997 SEC 1612.3.1) ###
M is taken 10 (1) DL ###
Mx M y
f b= + using C 100x50 purlins (2) DL+LLroof ###
Sx S y
Sx = 23870.00 mm 3
(3) DL+WL ###
√
V = V 2 +V 2
x y
Sy = 4200.00 mm 3
(4) DL+0.75LLroof+0.75WL ###
Depth = 100.00 mm ###
bending check: py = 250 MPa ###
LOAD CASE w n w t M x My fb ###
NUMBER (kN/m) (kN/m) (kN.m.) (kN.m) (MPa) ###
1 1.8350 0.0000 0.9707 0.0000 40.667 1 ###
2 3.3350 0.0000 1.7642 0.0000 73.909 2 ###
3 1.8350 0.0000 0.9707 0.0000 40.667 3 ###
4 2.9600 0.0000 1.5658 0.0000 65.599 4 ###
fb all = 150.00 MPa (fb all = 0.60 py) ###
fb act = 73.91 MPa < 150 MPa .. SAFE worst is load case No. 2 ###
###
shear check: ###
LOAD CASE wn wt w Vx Vy V ###
NUMBER (kN/m) (kN/m) (kN/m) (kN) (kN) (kN) ###
1 1.8350 0.0000 1.8350 2.1102 0.0000 2.110 1 ###
2 3.3350 0.0000 3.3350 3.8353 0.0000 3.835 2 ###
3 1.8350 0.0000 1.8350 2.1102 0.0000 2.110 3 ###
4 2.9600 0.0000 2.9600 3.4040 0.0000 3.404 4 ###
Pv cap = 143.10 kN (Pvcap = 0.60pyAv) ; where Av=0.90A ###
Pv act = 3.84 kN < 143.1 kN …. SAFE worst is load case No. 2 ###
deflection check: ###
wpl = 1.5000 kN/m; E = 205000 MPa; L = 2.3 m; I= 206.0 cm4 ###
4
5 wL L ###
y= = 1.165 mm ; yall = = 11.50 mm > 1.2 mm... SAFE
384 EI
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Ax (cm
###
DESIGN OF PURLINS ###
Project : ###
Plot # : ###
Client :5 wL 4 ###
y= = 1.165 mm ; yall = = 11.50 mm > 1.2 mm... SAFE
384 EI 200 ###
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