## Introduction

Welcome to CalcTree's Purlin and girt design tool! You will be able to determine the member capacities for purlins and girts according to American Iron and Steel Institute (AISI) S100-16. The purlins are manufactured by AEP.
For details of how to design purlins and girts, check out our design guide here.
❗This calculation has been written in accordance with AISI S100-16

## Calculation

### ⬇️Inputs

Purlin dimensions
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Shape
:C
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Web thickness (D)
:6inch
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Flange Thickness (B)
:2.25inch
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Design thickness per nominal gauge
:12
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Span of member
:50inch
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Material properties
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Yield stength, Fy (ksi)
:55
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Tensile strength, Fu (ksi)
:70
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Young's Modulus, E (ksi)
:29000
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Shear buckling coefficient, Kv
:5.34
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Base steel thickness, t
:0.105inch
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### ⬆️Outputs

Member capacities
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Shear capacity
:21kips
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Moment capacity (kips*ft)
:110
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Axial compression capacity
:53kips
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Nominal tensile strength
:62kips
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If output values report "#N/A", you're input parameters do not match a section in the manufacturer's catalogue.

## Explanation

For details of how to design purlins and girts, check out our design guide here.
Here is a brief summary to get you up to speed:
1. Purlins and girts are structural members used to support loads from sheathing and cladding in roofs and walls, respectively.
3. Purlins and girts can be made from timber or steel, with steel sections being either C or Z-shaped and are usually cold-formed.
4. The maximum distance between steel purlins and girts should be around 1200mm, with typical distances in residential buildings being about 600 or 800mm.
5. The initial depth of a purlin or girt can be estimated by the span/32 rule of thumb.
6. C-section purlins and girts are typically used in simple, non-continuous spans, while Z-sections are typically used in continuous lines of purlins for easy lapping at internal supports.
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### References

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