From the Client Mailbag…

Lots of good stories out there and I have been in the mode to share stories lately.

Here is one which went through our Technical Support Department recently:

“Today I visited the building inspector. I was confirming my intentions of building a Hansen designed structure. The reason is I already have a permit for a building that I was designing and building myself. One of my questions was about snow loads. I explained the layout of roof trusses and purlins on your building design. The inspector asked about the type of wood being used as purlins. I did not know. He gave me a copy of R802.5.1 (3) Rafter spans for common lumber species. The table shows one 2 x 8 that will make a 15ft. span. Is this the code information the inspector should use, or is there something else? What species of lumber is to be used for the purlins?

 Thank you”

And my answer:

Thank you for your investment in a new Hansen Pole Building. The allowable lumber species are listed in the General Notes on Page S-0 of your plans. Attached are the calculations for the 2×8 purlins. The Rafter spans in the Code do not apply to your building, they are prescriptive for stick frame construction. Of interest may be: https://www.hansenpolebuildings.com/blog/2013/12/purlins-2/

Along with these calculations:

ROOF PURLIN DESIGN

Assumptions:

4:12 roof slope (18.435° roof angle)
Trusses spaced 15-ft. o.c.
Purlin span 14.75-ft.
purlin spacing = 23.75 in.
roof steel dead load = .63 psf steel American Building Components catalogue

roof lumber dead load = 62.4 pcf * .43 lbs/ft.³ / (1 + .43 lbs/ft.³ * .009 * .19) * (1 + .0019) * 1.5″ / 12 ^in./_ft. * 7.25″ / 12 ^in./_ft. * (15′ – 3″ / 12 ^in./_ft.) / 15′ / (23.75″ / 12 ^in./_ft.) psf in purlin weight based on .43 G NDS
total purlin dead load = 1.638 psf

Check for gravity loads

Bending Stresses
F_b: allowable bending pressure
F_b‘ = F_b * C_D * C_M * C_t * C_L * C_F * C_fu * C_i * C_r
C_D: load duration factor
C_D = 1.15 NDS 2.3.2
C_M: wet service factor
C_M = 1 because purlins are protected from moisture by roof
C_t: temperature factor
C_t = 1 NDS 2.3.3
C_L: beam stability factor
C_L = 1 NDS 4.4.1
C_F: size factor
C_F = 1.2 NDS Supplement table 4A
C_fu: flat use factor
C_fu = 1 NDS Supplement table 4A
C_i: incising factor
C_i = 1 NDS 4.3.8
C_r: repetitive member factor
C_r = 1.15 NDS 4.3.9
F_b = 850 psi NDS Supplement Table 4-A
F_b‘ = 850 psi * 1.15 * 1 * 1 * 1 * 1.2 * 1 * 1 * 1.15
F_b‘ = 1348.95 psi

f_b: bending stress from snow/dead loads
f_b = (purlin_dead_load + S) * spacing / 12 * cos(θ) / 12 * (s_f * 12 – 3)² / 8 * 6 / b / d² * cos(θ)
L = 20 psf using the appropriate load calculated above
f_b = 21.638 psf * 23.75″ / 12 ^in./_ft. * cos(18.435) / 12 ^in./_ft. * (15′ * 12 ^in./_ft. – 3″)² / 8 * 6 / 1.5″ / 7.25″² * cos(18.435)
f_b = 957.195 psi ≤ 1348.95 psi; stressed to 71%

Shear Stresses
F_v: allowable shear pressure
F_v‘ = F_v * C_D * C_M * C_t * C_i
C_D: load duration factor
C_D = 1.15 NDS 2.3.2
F_v = 135 psi NDS Supplement Table 4-A
F_v‘ = 135 psi * 1.15 * 1 * 1 * 1
F_v‘ = 155.25 psi

f_v: shear stress from snow/dead loads
f_v = (purlin_dead_load + S) * spacing / 12 * cos(θ * π / 180) / 12 * (s_f * 12 – b – 2 * d) / 2 * 3 / 2 / (b * d)
f_v = 21.638 psf * 23.75″ / 12 ^in./_ft. * cos(18.435° * 3.14159 / 180) / 12 ^in./_ft. * (15′ * 12 ^in./_ft. – 3″ – 2 * 7.25″) / 2 * 3 / 2 / (1.5″ * 7.25″)
f_v = 37.942 psi ≤ 155.25 psi; stressed to 24.4%

Deflection

Δ_allow: allowable deflection
Δ_allow = l / 150 IBC table 1604.3
l = 177″
Δ_allow = 177″ / 150
Δ_allow = 1.18″

And from our gracious client:

“Thank you for the response.

Those calculations are awesome. I won’t pretend that I know how to work those out.”

I have to agree the calculations are awesome, as are the other 150-250 pages which entail the design of every Hansen Pole Building. Every structural member and connection is checked for the ability to resist the applied snow, wind and seismic forces. It is this type of attention to details which made me want to have my own Hansen Pole Building.

And I do!