Load Span Tables

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Tables on This Page:

CF-42 Flute Wall Panels 26 Ga. Exterior / 26 ga.
CF-42 Flute Wall Panels 26 Ga. Exterior / 26 ga. Interior Facings 

CF-42 Flute Wall Panels 26 Ga. Exterior / 26 ga. Interior Facings
Allowable Connection Load (psf) for Two or More Equal Spans
General Notes #1,7,8,9,10; Design Criteria Notes #3,4,5,6; Panel Type Notes #2

Panel Type Design Criteria Support Span
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′ 13′ 14′ 15′
2" Thick Connection FP1 31.4 25.7 21.6 18.7 16.5 14.7 13.3 12.1 11.1 10.3 9.6
Connection FP2 45.9 37.5 31.7 27.4 24.1 21.5 19.5 17.4 14.8 12.7 10.9
Connection FP3 58.0 47.4 40.0 34.6 29.5 24.5 20.6 17.4 14.8 12.7 10.9
2½" Thick Connection FP1 33.2 27.1 22.8 19.7 17.3 15.5 13.9 12.7 11.7 10.8 10.0
Connection FP2 47.3 38.6 32.5 28.1 24.7 22.0 19.9 18.1 16.6 15.4 14.3
Connection FP3 59.8 48.8 41.2 35.5 31.2 27.9 25.2 22.9 20.7 17.9 15.3
3" Thick Connection FP1 35.1 28.7 24.1 20.8 18.3 16.3 14.7 13.4 12.3 11.3 10.5
Connection FP2 48.8 39.9 33.6 28.9 25.4 22.6 20.4 18.6 17.0 15.7 14.6
Connection FP3 61.8 50.5 42.6 36.7 32.2 28.7 25.9 23.6 21.6 20.0 17.9
Connection FP4 71.1 58.1 48.9 42.2 37.0 33.0 29.7 27.1 24.8 21.1 17.9
4" Thick Connection FP1 43.0 35.2 29.6 25.5 22.4 19.9 18.0 16.3 15.0 13.8 12.8
Connection FP2 63.0 51.6 43.4 37.4 32.9 29.2 26.3 23.9 21.9 20.2 18.8
Connection FP3 74.3 60.8 51.2 44.2 38.8 34.5 31.1 28.2 25.9 23.9 22.2
Connection FP4 79.6 65.1 54.9 47.3 41.5 36.9 33.3 30.2 27.7 25.6 23.7
Connection FP5 83.3 68.1 57.4 49.5 43.4 38.6 34.8 31.6 29.0 26.8 24.8
Connection FP9 89.5 73.2 61.7 53.2 46.7 41.5 37.4 34.0 31.2 28.8 26.7
Connection FP10 92.7 76.0 64.3 55.7 48.8 43.5 39.1 35.6 32.6 30.1 27.3
5" Thick Connection FP1 43.7 35.8 30.2 26.1 22.9 20.3 18.3 16.6 15.2 14.0 13.0
Connection FP2 64.0 52.5 44.3 38.2 33.5 29.8 26.8 24.4 22.3 20.6 19.1
Connection FP3 75.5 61.9 52.3 45.1 39.5 35.2 31.6 28.7 26.3 24.2 22.5
Connection FP4 80.9 66.3 56.0 48.3 42.3 37.7 33.9 30.8 28.2 26.0 24.1
Connection FP5 84.6 69.4 58.6 50.5 44.3 39.4 35.4 32.2 29.5 27.2 25.2
Connection FP9 91.0 74.6 62.9 54.3 47.6 42.4 38.1 34.6 31.7 29.2 27.1
Connection FP10 95.2 78.0 65.8 56.8 49.8 44.3 39.9 36.2 33.1 30.6 28.3
6" Thick Connection FP1 44.2 36.4 30.7 26.5 23.3 20.7 18.6 16.9 15.5 14.2 13.2
Connection FP2 64.8 53.3 45.1 38.9 34.1 30.4 27.3 24.8 22.7 20.9 19.4
Connection FP3 76.5 62.9 53.1 45.9 40.3 35.8 32.2 29.2 26.8 24.6 22.8
Connection FP4 81.9 67.3 56.9 49.1 43.1 38.4 34.5 31.3 28.7 26.4 24.5
Connection FP5 85.7 70.4 59.5 51.4 45.1 40.1 36.1 32.8 30.0 27.6 25.6
Connection FP9 92.1 75.7 64.0 55.3 48.5 43.1 38.8 35.2 32.2 29.7 27.5
Connection FP10 96.3 79.2 67.0 57.8 50.7 45.1 40.6 36.9 33.7 31.1 28.8

Notes:

  1. The Load Span Table above is based on Allowable Stress Design (ASD). For loads calculated based on ASCE 7-10 (LRFD), please refer to section 2.4.1 of ASCE 7-10 for the applicable load combinations using Allowable Stress Design.
  2. Based on CF-42 panel with 26 ga. Flute exterior and 26 ga. Light Mesa interior face (min Fy = 33 ksi).
  3. For connection FP1, CF panel clips are fastened to min. 14 gage steel with (2) ¼”-14 SDS Tek 3 at all supports. For 12
    gage or thicker steel, #12-24 SDS Tek 5 may be used. In lieu of self-drilling screws, self-tapping screws may be used.
  4. The fastener pattern, FP2, FP3 & FP4, includes CF panel clip attachment plus 1, 2, and 3 Fabloks, respectively, at supports per panel width. Fab-lok spacing is 10.5″ o.c. from female edge of panel seam.
  5. The through fasteners (FP9) are as follows: #12-24 SDS in min 12 ga. steel; or ¼”-14 SDS in min 12 ga. steel; or ¼”-14 STS in min 14 ga. steel. 4 Fasteners per panel width @ max 8.4″ o.c.
  6. The through fasteners (FP10) are as follows: #12-24 SDS in min 12 ga. steel; or ¼”-14 SDS in min 12 ga. steel; or ¼”- 14 STS in min 14 ga. steel. 5 Fasteners per panel width @ max 8.4″ o.c.
  7. Allowable positive or suction load is the lowest value of panel bending strength, shear strength, deflection limit and connection strength for each fastener pattern.
  8. Allowable loads based on panel stress and deflection design criteria are derived from ASTM E72 structural testing and calculated with factor of safety of 2.5 for bending stress, 3.0 for shear stresses and deflection limitation of L/180.
  9. The panel connection strength was determined from ASTM E1592 testing and the allowable loads are calculated with factor of safety of 2.
  10. The structural capacity of the purlins are not considered and must be examined independently.

CF-42 Flute Wall Panels7 26 Ga. Exterior / 26 ga. Interior Facings
Allowable Positive Load1,4,5,6 (psf) for Two or More Equal Spans
General Notes #1,4,5,6; Design Criteria Notes #3; Panel Type Notes #2

Panel Type2 Design Criteria3 Support Span
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′ 13′ 14′ 15′
2" Thick Bending & Shear 67.9 55.9 47.5 41.1 36.2 31.5 25.2 20.6 17.2 14.6 12.5
Deflection (L/180) 69.6 54.7 44.0 35.8 29.5 24.5 20.6 17.4 14.8 12.7 10.9
2½" Thick Bending & Shear 77.9 64.0 54.4 47.2 41.5 37.0 31.6 25.7 21.3 17.9 15.3
Deflection (L/180) 87.6 69.5 56.6 46.9 39.2 33.0 28.1 24.0 20.7 17.9 15.6
3" Thick Bending & Shear 87.3 71.7 60.7 52.7 46.5 41.5 37.5 30.6 25.2 21.1 17.9
Deflection (L/180) 104.7 83.8 68.9 57.7 49.1 42.1 36.2 31.4 27.4 24.0 21.1
4" Thick Bending & Shear 92.7 76.0 64.3 55.7 49.1 43.9 39.7 36.1 33.1 30.6 27.3
Deflection (L/180) 130.5 105.2 87.1 73.6 63.1 54.7 47.9 42.1 37.1 32.9 29.3
5" Thick Bending & Shear 106.1 87.0 73.5 63.6 56.0 50.0 45.2 41.2 37.9 35.0 32.4
Deflection (L/180) 149.0 121.0 100.9 85.8 74.0 64.7 57.0 50.7 45.4 40.7 36.6
6" Thick Bending & Shear 118.4 97.1 82.1 71.0 62.4 55.7 50.3 45.8 42.1 38.9 36.2
Deflection (L/180) 158.9 129.7 108.8 93.0 80.7 70.9 62.9 56.2 50.5 45.7 41.5

Notes:

  1. The Load Span Table above is based on Allowable Stress Design (ASD). For loads calculated based on ASCE 7-10 (LRFD), please refer to section 2.4.1 of ASCE 7-10 for the applicable load combinations using Allowable Stress Design.
  2. Based on CF-42 panel with 26 ga. Flute exterior and 26 ga. LightMesa interior face (min Fy = 33 ksi).
  3. Refer to the allowable connection load chart, for suction loads.
  4. Allowable positive or suction load is the lowest value of panel bending strength, shear strength, deflection limit and connection strength for each fastener pattern.
  5. Allowable loads based on panel stress and deflection design criteria are derived from ASTM E72 structural testing and calculated with factor of safety of 2.5 for bending stress, 3.0 for shear stresses and deflection limitation of L/180.
  6. The structural capacity of the purlins are not considered and must be examined independently.
  7. Consult Metl-Span for recommendtions on panel profile and gage suitable for thermal stresses.