design of purlin

8/19/2019 Design of Purlin

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Created By: Madurai ES Consultancy Ser

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 pr

E*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

"Live load 2ill !e ( e

&in$ #oa$s

Basic ,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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>ield stress of aterial !*00

6lange ,idth% ! 60

3epth of section d !00

9hic-ness t !."

Length of Lip lip?l !0

@nner Bending Radius "

0rea .0+

A** *+.+! Section Modulus a!out Maor 0*is

Ayy 10.!! Section Modulus a!out Minor 0*is

@** *++.1 Moent of @nertia a!out Maor 0*is

@yy 61."* Moent of @nertia a!out Minor 0*is

Purlin ,eight '.4#5 -gs/

Output ,ummary

Section Properties D O3 Based on Section 5 of BS:454( Part 4 F #55&

O3 Based on @S &(# Clause 4.$.$.#

Stresses - O3

Critical Stress 6actor 0.+"

3eflection Chec- D O3

ence% verall: O3

Notes:

1. Section Properties Check based on Section 9 of B:5950 Part 5 is a guideline and not man

ence! "esign is considered Safe e#en if abo#e check only is not okay but all ot

$. Currently! this design only %orks if full %idth is effecti#e. &f full %idth is not effecti#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,

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A Purlin 3esign ReportCreated !y Madurai ES Consultancy Services Pvt Ltd

Page H

Purlin Design 4eport Prepare$ By 5a$urai E, onsulta

o$e Aut/or: ,. Arunumar 5an

o$e 7ersion: 41 o$e 8ear: !011

4e%ision 9istory 40: Basi- Design it/ -/e-s ;or ,tresses an$ De;le-tion s@m

#I7E #OAD

Live Load on Roof = H4 -gs/ if slope is less than #( degrees. @f Slope is ore than #( degrees% LL = H4 F $*"slope8#()% su!e

Live load on Roof = 45

0dditional Live Loads to !e considered = (

"6or 3esign of ,all 7irt "Cladding Runner)% additional Live loads to !e considered can !e entered as 8ve of LL on roof)

9otal Live Load 45 -gs/

? 0.('0 N>s@m

&IND #OAD

Basic ,ind Speed J! '5 s

-# #

c$

D7M$

D7M$


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Page &

-' #

9errain Category $

Ma*iu ori;ontal 3iension of Building ''.4$&

ence% Building Class is B

eight of 9op #(.'G'$

Based on the a!ove data% -$ is o!tained fro the ta!les

-$ (.5&

3esign ,ind Speed J;=-#.-$.-'.J! '&.$$ s

3esign ,ind Pressure p;=(.GJ;K$ &HG.


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Page 5

Design al-ulations: Primary #oa$ ases on%ersion o; ;or-es to Normal An$ Tangential ompo

Spacing of the purlin - 1. m

Slope of the /oof - 1 degrees

otal "ead oad - 0.099 k)2s3m

" )ormal Component - " 4 Spacing 4 cos+slope, - 0.19 k)2m

" angential Component - " 4 Spacing 4 sin+slope, - 0.055 k)2m

otal i#e oad - 0.590 k)2s3m

)ormal Component - 4 Spacing 4 cos+slope, - 1.010 k)2m

angential Component - 4 Spacing 4 sin+slope, - 0.($ k)2m

otal 6ind oad in 61 - 71.05$ k)2s3m

6 is normal to roof

ence! 61 normal component - 61 4 Spacing - 71.9( k)2m

8nd! 61 angential component - 0 k)2m

otal 6ind oad in 6$ - 0.0 k)2s3m

6 is normal to roof

ence! 6$ normal component - 6$ 4 Spacing - 0.15 k)2m

8nd! 6$ angential component - 0 k)2m

Design al-ulations:,ummary o; #oa$s in #oa$ om


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Page #(

6lange ,idth 2o !end% 2 = ! F $ * rad

Check No. 2 – Overall With o! Co"pre##io$ %la$e

Check No. ' – With o! Lip >= (/5

6idth of ip $0 mm

B25 - 1$ mm

ence =>

Check No. 4 – )otal With over (oth !la$e# >= L/*0

otal 6idth o#er both flanges 11. mm

20 - 100.000 mm

ence =>

Check No. 5 – +,, o! -rli$ >= WL/1400 !or i"pl pporte -rli$ a$ >=WL/100 !or Co$ti$o# -rli$

?44 - *.$

6 is normal component of unfactored distributed dead load plus imposed load in k) is span of purlin in mm

6 - .0* k)

- 000 mm

)umber of Spans - (

ence! denominator - 100

62denominator $(.50

ence =>

c$

c'

c'

c<

c<

cm(


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Page ##

e#lt 13 Check !or ectio$ -ropertie# a#e o$ 550 -art 5 ec.3 O6

Design al-ulations: /e-ing Basi- ,e-tion Properties


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Page #$


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Page #'


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Page #<

ence! go#erning #alue for 'b% - 1** )2s3mm

8lready calculated fb% -


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Page #4

A -

8s per L O6 Based on Section 9 of BS:5950 Part 5 G 199

O6 Based on &S 01 Clause 5.$.$.1

Stresses =kL O6

Critical Stress 'actor 0.'

"eflection Check =>L O6

ence! =#erall: O6

)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 effecti#e. &f full %idth is not effecti#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,


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Page #G

n-y ,er%i-es P%t #t$.

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Page #H


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Page #5

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Page $#


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Page $'

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design of purlin

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