CFR Roof Panel
Load Span Tables
| ROOF PANELS ALLOWABLE POSITIVE AND CONNECTION LOADS (PSF) | |||||||
| CFR PANEL DIMENSIONS | DESIGN CRITERIA | SUPPORT SPAN (FEET) | |||||
| 2.5 | 3.0 | 4.0 | 5.0 | 6.0 | 7.0 | ||
| 42" WIDE, 2" THICK | BENDING & SHEAR | 141.3 | 115.8 | 84.8 | 66.8 | 55.1 | 46.9 |
| DEFLECTION (L/240) | 176.4 | 143.2 | 101.2 | 75.7 | 58.6 | 46.4 | |
| CONNECTION | 39.8 | 38.1 | 34.8 | 31.5 | 28.2 | 24.2 | |
| 42" WIDE, 2.5" THICK | BENDING & SHEAR | 163.2 | 133.8 | 97.8 | 76.8 | 63.2 | 53.7 |
| DEFLECTION (L/240) | 204.5 | 167.0 | 119.7 | 91.0 | 71.6 | 57.7 | |
| CONNECTION | 48.7 | 46.0 | 40.6 | 35.2 | 29.8 | 25.6 | |
| 42" WIDE, 3" THICK | BENDING & SHEAR | 182.9 | 150.1 | 109.7 | 86.0 | 70.7 | 60.0 |
| DEFLECTION (L/240) | 229.3 | 188.0 | 136.0 | 104.4 | 83.1 | 67.8 | |
| CONNECTION | 57.6 | 53.9 | 46.4 | 38.9 | 31.5 | 27.0 | |
| 42" WIDE, 4" THICK | BENDING & SHEAR | 195.2 | 160.6 | 117.7 | 92.3 | 75.6 | 64.0 |
| DEFLECTION (L/240) | 249.6 | 205.8 | 150.7 | 117.2 | 94.8 | 78.6 | |
| CONNECTION | 75.4 | 71.1 | 62.5 | 53.9 | 45.4 | 36.8 | |
| 42" WIDE, 5" THICK | BENDING & SHEAR | 222.1 | 183.2 | 134.6 | 105.7 | 86.6 | 73.2 |
| DEFLECTION (L/240) | 283.5 | 234.4 | 172.5 | 135.1 | 110.0 | 91.9 | |
| CONNECTION | 75.4 | 71.1 | 62.5 | 53.9 | 45.4 | 36.8 | |
| 42" WIDE, 6" THICK | BENDING & SHEAR | 246.1 | 203.4 | 149.8 | 117.8 | 96.6 | 81.6 |
| DEFLECTION (L/240) | 313.7 | 259.8 | 192.0 | 151.0 | 123.4 | 103.6 | |
| CONNECTION | 75.4 | 71.1 | 62.5 | 53.9 | 45.4 | 36.8 | |
- Based on CFR-42 panel with 24 ga. exterior face (min Fy = 50 ksi) and 26 ga. interior face (min Fy = 33 ksi).
- Based on attachment with CFR panel clip with (3) 1/4"-14 Self-Drilling Tek 3 screws in min. 14 gage steel or (2) 1/4"-14 Self-Drilling Tek 3 screws in min. 12 gage steel. In lieu of self-drilling screws, self-tapping screws may be used.
- Allowable positive load is the lowest value of panel bending strength, shear strength & deflection limit.
- Allowable suction load is the lowest value of panel bending strength, shear strength, deflection limit and connection strength.
- Connection loads will increase with interior back fastening. Consult Metl-Span for loads and fastening patterns.
- The loads based on panel stress and deflection design criteria are derived from ASTM E-72 structural testing. The allowable loads are calculated with a factor of safety of 2.5 and 3.0 for bending and shear stresses, respectively, and deflection limitation of L/240.
- The panel and its connection strength was determined from ASTM E1592 testing, and the allowable loads are calculated with a factor of safety of 2.0.
- The clip fastener capacity was determined from manufacturer fastener pullout data, and the allowable loads are calculated with a factor of safety of 3.0.
- The structural capacity of the purlins are not considered and must be examined independently.
- Reference to multiple spans is based on conditions of 3 or more spans.
- For SI: 1 foot = 305 mm, 1 psf = 47.9 Pa, 1 inch = 25.4 mm.