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Created By: Madurai ES Consultancy Services P
Purlin Designation P1 JOB No.:
DATE :
Input Data: Purlin Geometry
Span of the purlin = 6.000 M
Spacing of the purlin = 1. M
No. of Sag rods = !
Slope of the Roof = 1 deg.
Nu!er of Spans = "
"for # or $ spans% Bending Moent Coefficient is &% for ' or
ore spans% it is #()
"in case of Bending a!out inor a*is% "No of spans)*"No of
sagrods+#) is used.
Input Data: #oa$s
Dea$ #oa$s
,eight of Sheeting = 6 -gs/
Self ,eight of Purlin = 0utoatically Calculated fro Section
propertieE*tra for cleats% as 1 of Purlin 2eight = #( 1
0dditional 3ead Loads to Consider = 0 -gs/
#i%e #oa$s
Live load on Roof = 0utoatically Calculated fro Slope
= 45 -gs/
0dditional Live Loads to !e considered = 0 -gs/
"6or 3esign of ,all 7irt "Cladding Runner)% additional Live
loads to !e considered can !e entered as 8ve of LL on roof
"Live load 2ill !e ( effec
&in$ #oa$sBasic ,ind Speed "' s 9errain Category !
-# 1 Ma*iu ori;ontal 3iension of Building "".(!
-' 1 ence% Bldg Class B
eight of 9op 10."6"!
Based on the data on right% -$ is o!tained fro the ta!les
-$ 0.'
t of !uilding at eaves level% h = (
,idth of the !uilding% 2 = "".(
Length of the Building% l = "".(
ence% h2 = (.#
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t Ltd.
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Input Data: Purlin ,e-tion Being /e-e$
9ry !002602!."
?ield stress of aterial !*00
6lange ,idth% ! 60
3epth of section d !00
9hic-ness t !."
Length of Lip lip@l !0
Anner Bending Radius "
0rea .0+
** *+.+! Section Modulus a!out Maor 0*is
yy 10.!! Section Modulus a!out Minor 0*is
A** *++.1 Moent of Anertia a!out Maor 0*is
Ayy 61."* Moent of Anertia a!out Minor 0*is
Purlin ,eight '.4#5 -gs/
Output ,ummary
Section Properties DF O3 Based on Section 5 of BS:454( Part 4 G
#55&
O3 Based on AS &(# Clause 4.$.$.#
Stresses D-F O3
Critical Stress 6actor 0.+"
3eflection Chec- DF O3
ence% Dverall: O3
Notes:
1. Section Properties Check based on Section 9 of B:5950 Part 5
is a guideline and not
ence! "esign is considered Safe e#en if abo#e check only is not
okay but
$. Currently! this design only %orks if full %idth is
e&ecti#e. 'f full %idth is not e&ecti#e
this spreadsheet %ill report (ailure in Stress Check
). *ot suitable currently for cur#ed roofs.
+. "esign is not suitable for #arying spans of purlins ,#arying
truss spacing-
7CM$
c$
c'
c'
c1- $00 cm
Sc 4 Compression Section odulus of section about maEor ais 4
+3.3$ Cm)
d 4 "epth of Section 4 $0 cm
'yc 4 oment of 'nertia of the compression portion 4 'yy7$
)0.30+95 Cm+
ence! G 4 )111.)9 ,unitless-
Pi 4 ).1+159$5)
4 odulus of lasticity! as per 'S 01 is taken as $03+000
kgf7s8cm
Cb as per 'S 01 can be taken conser#ati#ely assuming 140 ,end
span- 1.35
(y 4 $+00 kg7s8cm
ence H 4 1+9$5.3$0 ,unitless-
ence! 0.1 H 4 $.)0
=nd! 0.9 H 4 1)+)).1+
Comparing G %ith 0.1H and 0.9H! the applicable case is $
ence! (b 4 0.3(y22 "2>;21 "2>22>;2$
7>yy7yy 10).9)5 1)$.$$5 115.)3 *7s8mm! calculated abo#e
=llo%ed 1+1.+9 1.15+ 1.15+
Safety /atio 0.3)5 0.30) 0.1
a. Safety /atio 0.3)5 @A
hear tre## i$ We(
=s per clause .+.1 of 'S 01!allo%ed maimum a#erage shear stress
(# in kgf7s8cm is calculated as
Case 1: 'f h7t is less than +5907s8rt,(y-! (#41$35 s8rt,(y- 7
,h7t- 1$35 s8rt,(y-7,h7t- 4 3)5.$$)
Case $: 'f h7t is more than +5907s8rt,(y-! (#4550000 7 ,h7t-$
5500007,h7t-$ 4 10.51
Both are subEect to maimum 0.+(y 0.+(y 4 90
h 195.+00 mm ,Clear "epth bet%een anges 4 "epth J $
thickness-
t $.)00
ence! h7t 4 +.953
+5907s8rt,(y- 4 9).9)
ence! Case is : 1
Calculate G42$Sc
7,d'yc
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and H 4 Pi$Cb7(
y
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Purlin "esign /eportCreated by adurai S Consultancy Ser#ices P#t
2td
Page 1$
ence! (# 4 maimum of 0.+(y
4 3)5.$$) kgf7s8cm
=ctual Shear L4%l7$ ere! % 4 SM/6,;n$>;t$-
"2>22 0.35,"2>;21- 0.35,"2>22>;2$-
*ormal 2oad 1.139 ;21 "2>22>;2$
7 .9+3 1)0.033 100.+9 *7s8mm
(b% 1++ 191.5$ 191.5$
Safety /atio 0.1 0.39 0.5$3
a. Safety /atio 0.39
'n summary! Bending stresses in ;eb is: @A
Co"(i$e hear a$ e$i$ tre##e# i$ We(
=s per clause .+.) of 'S 01 for the design check of allo%able
stress in combined shear and bending
SM/6,,fb%7(b%-$>,f#7(#-$- must be less than 1
'n this clause! (b% is not restricted by 0.(y and (# is not
restricted by 0.+(y
"2>22 "2>;21 "2>22>;2$
ence! (b% 4 50.5)9 3).93 3).93
=nd (# 4 3)5.$$) 933.+3 933.+3
=ctual stresses already calculated are
fb% .9+3 1)0.033 100.+9
f#4 .$35 .) .9$
fb%7(b% 0.13 0.19) 0.150
f#7(# 0.011 0.009 0.003
SM/6 of sum of s8uar 0.13 0.19) 0.150
aimum Combined Stress /atio in ;eb is 0.19)
'n summary! Combined stresses in ;eb is: @A
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Purlin "esign /eportCreated by adurai S Consultancy Ser#ices P#t
2td
Page 1)
3e#lt ' Check !or tre##e# O7
@#erall Safety /atio 0.3)5
Design al-ulations: De;le-tion /e-
6heoretical "eection is calculated as ,57)+- ,%l+7'- for Simply
Supported beam and ,)7)+- ,%l+7'- for multiple spans
ere! number of spans 4 )
ence! formula to use 4 ,)7)+- ,%l+7'-
% is normal component of unfactored distributed load in k*7m!
ma. of all load combinations
4 1.3$+ k*7m
2 4 Span of the Purlin .000 m
4 odulus of lasticity! as per 'S 01 is taken as $03+000
kg7s8cm
4 $03+00 *7s8mm
' 4 ' +33.1 Cm+
ence! 6heoretical "eection 4 13.+ mm
=llo%able "eection as 'S codes is Span710: )).)) mm
ence @A
=s per B=! allo%ed deection from 2i#e load component must be
%ithin Span7$+0
Span .000 m
or 000 mm
Span7$+0 4 $5.00 mm
*ormal Component of 2i#e 2oad 1.01 k*7mence! deection from 2i#e
2oad 4 10.)))1$$951
ence @A
3e#lt 4 Check !or De*ectio$ O7
3e#lt# ""ar
Section Properties @AO O7 Based on Section 9 of BS:5950 Part 5 J
199
O7 Based on 'S 01 Clause 5.$.$.1
Stresses @kO O7
Critical Stress (actor 0.?'
"eection Check @AO O7
ence! @#erall: O7
*otes:
1. Section Properties Check based on Section 9 of B:5950 Part 5
is a guideline and not mandatory
$. Currently! this design only %orks if full %idth is
e&ecti#e. 'f full %idth is not e&ecti#e!
this spreadsheet %ill report (ailure in Stress Check
). *ot suitable currently for cur#ed roofs.
+. "esign is not suitable for #arying spans of purlins ,#arying
truss spacing-
