Load Span Tables

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The Load Span Tables below are 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.

CF-42 Tuff Wall Panel 24 Ga. Exterior / 26 Ga. Interior Facings
CF-36 Tuff Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings
Tuff Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings

CF-42 Tuff Wall Panel

24 Ga. Exterior / 26 Ga. Interior Facings

Allowable Connection Load1,7,8,9,10 (psf) Two or More Equal Spans

Panel Type2 Design Criteria3,4,5,6 Support Span (ft)
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′
2″ Thick Connection FP1 31.7 25.9 21.8 18.8 16.6 14.8 13.4 12.2
Connection FP2 46.3 37.8 31.9 27.6 24.2 21.6 19.5 17.8
Connection FP3 58.5 47.7 40.3 34.8 30.6 26.4 22.3 19.0
2½” Thick Connection FP1 33.5 27.3 23.0 19.8 17.4 15.5 14.0 12.8
Connection FP2 47.7 38.9 32.8 28.3 24.9 22.2 20.0 18.2
Connection FP3 60.3 49.2 41.5 35.8 31.4 28.0 25.3 23.0
3″ Thick Connection FP1 35.2 28.8 24.2 20.9 18.3 16.3 14.7 13.4
Connection FP2 48.9 40.0 33.7 29.0 25.5 22.7 20.5 18.6
Connection FP3 62.0 50.7 42.7 36.8 32.3 28.8 25.9 23.6
Connection FP4 71.3 58.3 49.1 42.3 37.1 33.1 29.8 27.1
4″ Thick Connection FP1 43.3 35.5 29.9 25.8 22.6 20.1 18.1 16.4
Connection FP2 63.5 52.0 43.8 37.8 33.1 29.5 26.5 24.1
Connection FP3 74.9 61.3 51.7 44.6 39.1 34.8 31.3 28.4
Connection FP4 80.2 65.7 55.4 47.7 41.9 37.2 33.5 30.5
Connection FP5 83.9 68.7 57.9 49.9 43.8 39.0 35.1 31.9
Connection FP9 90.2 73.8 62.3 53.7 47.1 41.9 37.7 34.3
Connection FP10 94.3 77.3 65.1 56.1 49.3 43.8 39.4 35.8
5″ Thick2 Connection FP1 43.9 36.0 30.4 26.2 23.0 20.4 18.4 16.7
Connection FP2 64.3 52.7 44.5 38.4 33.7 30.0 27.0 24.5
Connection FP3 75.8 62.2 52.5 45.3 39.7 35.3 31.8 28.9
Connection FP4 81.2 66.6 56.3 48.5 42.6 37.9 34.1 30.9
Connection FP5 85.0 69.7 58.9 50.8 44.5 39.6 35.6 32.4
Connection FP9 91.3 74.9 63.3 54.6 47.9 42.6 38.3 34.8
Connection FP10 95.5 78.4 66.2 57.1 50.1 44.5 40.1 36.4
6″ Thick2 Connection FP1 44.4 36.5 30.9 26.7 23.4 20.8 18.7 17.0
Connection FP2 65.0 53.5 45.3 39.1 34.3 30.5 27.5 24.9
Connection FP3 76.7 63.1 53.4 46.1 40.5 36.0 32.4 29.4
Connection FP4 82.2 67.6 57.2 49.4 43.4 38.6 34.7 31.5
Connection FP5 86.0 70.7 59.8 51.7 45.4 40.4 36.3 32.9
Connection FP9 92.4 76.0 64.3 55.5 48.8 43.4 39.0 35.4
Connection FP10 96.6 79.5 67.3 58.1 51.0 45.4 40.8 37.0

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-panel with 24 ga. Tuff Wall exterior and 26 ga. Light Mesa interior face (min Fy = 33 ksi).
  3. Fastener pattern FP1 is based on CF panel clips fastened to min. 14 ga. steel. Fastener options will be (2) ¼”-14 SDS Type 3, (2) ¼”-14 Self-Tapping, (2) ¼”-14 Type 5 SDS, (2) ¼”-20 Type 5 SDS, or (2) ¼”-28 Type 5 SDS. Fastener selection will be based on fastener pullout capacity from support steel members.
  4. The fastener pattern, FP2, FP3, FP4, and FP5 includes CF panel clip attachment plus 1, 2, 3, and 4 blind rivets, respectively, at supports per panel width. Blind rivet spacing is 10.5″ o.c. from female edge of panel seam.
  5. The through fasteners (FP9) are as follows: Panels fastened to min. 14 ga. steel supports with (4) ¼”-14 SDS Type 3, (4) ¼”-14 Self-Tapping, (4) ¼”-14 Type 5 SDS, (4) ¼”-20 Type 5 SDS, or (4) 1¼”-28 Type 5 SDS with nominal 5/8″ diameter neoprene bonded washers spaced at 8.4″ o.c. Fastener shall be of sufficient length to penetrate through the support a minimum of 3/4″. Fastener selection will be based on fastener pullout capacity from support steel members.
  6. The through fasteners (FP10) are as follows: Panels fastened to min. 14 ga. steel supports with (5) ¼”-14 SDS Type 3, (5) ¼”-14 Self-Tapping, (5) ¼”-14 Type 5 SDS, (5) ¼”-20 Type 5 SDS, or (5) ¼”-28 Type 5 SDS with nominal 5/8″ diameter neoprene bonded washers spaced at 8.4″ o.c. Fastener shall be of sufficient length to penetrate through the support a minimum of 3/4″. Fastener selection will be based on fastener pullout capacity from support steel members.
  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 ending 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-36 Tuff Wall Panels
24 Ga. Exterior / 26 Ga. Interior Facings

Allowable Connection Load1,6,7,8 (psf) for Two or More Equal Spans

Panel Type2 Fastener3,4,5 Thickness Support Span (ft)
4′ 5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′
36″ wide FP1 2″ 54.6 42.6 34.8 29.3 25.3 22.3 19.9 18.0 16.4
2.5″ 56.4 44.1 36.0 30.3 26.2 23.0 20.5 18.5 16.8
3″ 58.2 45.5 37.2 31.3 27.0 23.7 21.1 19.0 17.3
4″ 61.3 48.2 39.4 33.2 28.7 25.1 22.4 20.1 18.3
FP2 2″ 65.7 51.2 41.8 35.3 30.5 26.8 23.9 21.6 19.0
2.5″ 71.0 55.5 45.3 38.2 32.9 29.0 25.8 23.3 21.2
3″ 76.3 59.7 48.8 41.1 35.4 31.1 27.7 25.0 22.7
4″ 86.6 68.1 55.7 47.0 40.5 35.5 31.6 28.5 25.9
FP3 2″ 87.9 68.6 56.0 46.3 38.1 31.6 26.4 22.3 19.0
2.5″ 89.6 70.0 57.2 48.2 41.6 36.5 32.6 29.4 25.5
3″ 91.1 71.3 58.2 49.1 42.3 37.1 33.1 29.8 27.1
4″ 93.4 73.4 60.1 50.7 43.7 38.3 34.1 30.7 27.9

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-panel with 26 ga. Tuff Wall exterior and 26 ga. Light Mesa interior face (min Fy = 33 ksi).
  3. Fastener pattern FP1 is based on CF panel clips fastened to min. 14 ga. steel. Fastener options will be (2) ¼”-14 SDS Type 3, (2) ¼”-14 Self-Tapping, (2) ¼”-14 Type 5 SDS, (2) ¼”-20 Type 5 SDS, or (2) ¼”-28 Type 5 SDS. Fastener selection will be based on fastener pullout capacity from support steel members.
  4. Pattern FP2 is based on FP1 along with (1) blind rivet at 12″ o.c. from female panel sidelap.
  5. Pattern FP3 is based on FP1 along with (2) blind rivets at 12″ o.c. from female panel sidelap.
  6. Allowable loads based on panel stress, connection strength and deflection design criteria are derived from ASTM E72 and E1592 structural testing.
  7. The allowable inward or outward loads is the smallest load calculated with a factor of safety of 2.5 for bending stress, 3.0 for shear stresses, 2.0 for connection and deflection limitation of L/180.
  8. The structural capacity of the supports are not considered and must be examined independently.

Tuff Wall Panels7
24 Ga. Exterior / 26 Ga. Interior Facings
Allowable Positive Load1,4,5,6 (psf) Two or More Equal Spans

Panel Type2 Design Criteria3 Support Span (ft)
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′
2″ Thick Bending & Shear 71.3 58.6 49.8 43.2 38.0 31.6 25.1 20.5
Deflection (L/180) 72.5 57.2 46.3 38.1 31.6 26.4 22.3 19.0
2½” Thick Bending & Shear 81.1 66.6 56.5 49.1 43.2 38.6 31.6 25.5
Deflection (L/180) 89.2 71.0 58.0 48.4 40.8 34.6 29.6 25.5
3″ Thick Bending & Shear 90.1 73.9 62.6 54.3 47.9 42.9 37.9 30.4
Deflection (L/180) 103.7 83.1 68.4 57.4 48.9 42.1 36.3 31.6
4″ Thick Bending & Shear 95.3 78.1 66.1 57.2 50.4 45.1 40.7 37.2
Deflection (L/180) 125.9 101.8 84.6 71.7 61.6 53.6 47.1 41.7
5″ Thick Bending & Shear 107.1 87.8 74.2 64.2 56.5 50.4 45.6 41.5
Deflection (L/180) 150.6 122.5 102.3 87.2 75.4 65.9 58.3 51.9
6″ Thick Bending & Shear 119.4 98.0 82.8 71.6 63.0 56.2 50.7 46.2
Deflection (L/180) 160.3 131.1 110.1 94.2 81.9 72.0 63.9 57.2

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-panel with 24 ga. Tuff Wall exterior and 26 ga. Light Mesa interior face (min Fy = 33 ksi). For 5″ and 6″ thick panels, the exterior face is 26 ga. Mesa.
  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 recommendations on panel profile and gage suitable for thermal stresses.