Load Span Tables

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The Load Span Tables below, excluding Partition Wall, 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.

Tables on This Page:
CF-42 Mesa Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings
Mesa Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings
Mesa Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings
CF-42 & CF-45 Mesa Wall Panels

Metl-Span CF-42 Mesa Wall Panels

26 Ga. Exterior / 26 Ga. Interior Facings
Allowable Connection Load1,7,8,9,10 (psf) for Two or More Equal Spans

Panel Type2 Design Criteria3,4,5,6 Support Span (ft)
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′ 13′ 14′ 15′
2″ Thick Connection FP1 31.4 25.7 21.7 18.7 16.5 14.7 13.3 12.1 11.1 10.3 9.6
Connection FP2 46.0 37.6 31.7 27.4 24.1 21.5 19.5 17.3 14.7 12.6 10.9
Connection FP3 58.0 47.4 40.0 34.6 29.3 24.4 20.5 17.3 14.7 12.6 10.9
2½” Thick Connection FP1 33.2 27.1 22.8 19.7 17.3 15.5 14.0 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 20.6 17.8 15.5
3″ Thick Connection FP1 34.9 28.5 24.0 20.7 18.2 16.2 14.6 13.3 12.2 11.3 10.5
Connection FP2 48.6 39.7 33.4 28.8 25.3 22.6 20.3 18.5 17.0 15.7 14.6
Connection FP3 61.6 50.3 42.4 36.5 32.1 28.6 25.8 23.5 21.5 19.9 18.5
Connection FP4 70.8 57.8 48.7 42.0 36.9 32.9 29.6 27.0 24.8 22.9 20.2
4″ Thick Connection FP1 43.0 35.2 29.6 25.5 22.4 19.9 17.9 16.3 14.9 13.8 12.8
Connection FP2 63.0 51.5 43.4 37.4 32.8 29.2 26.3 23.9 21.9 20.2 18.8
Connection FP3 74.3 60.8 51.2 44.1 38.7 34.5 31.0 28.2 25.9 23.9 22.2
Connection FP4 79.6 65.1 54.9 47.3 41.5 36.9 33.2 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 92.3 75.6 64.0 55.4 48.8 43.4 39.1 35.6 32.6 30.1 27.9
5″ Thick Connection FP1 43.7 35.8 30.2 26.0 22.8 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 24.3 22.3 20.5 19.1
Connection FP3 75.5 61.9 52.2 45.0 39.5 35.1 31.6 28.7 26.3 24.2 22.5
Connection FP4 80.9 66.3 55.9 48.2 42.3 37.6 33.9 30.7 28.2 26.0 24.1
Connection FP5 84.6 69.4 58.5 50.5 44.3 39.4 35.4 32.2 29.5 27.2 25.2
Connection FP9 90.9 74.5 62.9 54.2 47.6 42.3 38.1 34.6 31.7 29.2 27.1
Connection FP10 95.1 78.0 65.8 56.7 49.8 44.3 39.8 36.2 33.1 30.5 28.3
6″ Thick Connection FP1 44.2 36.3 30.7 26.5 23.3 20.7 18.6 16.9 15.5 14.2 13.2
Connection FP2 64.8 53.3 45.0 38.9 34.1 30.3 27.3 24.8 22.7 20.9 19.3
Connection FP3 76.4 62.8 53.1 45.8 40.2 35.8 32.2 29.2 26.7 24.6 22.8
Connection FP4 81.9 67.3 56.9 49.1 43.1 38.3 34.5 31.3 28.6 26.4 24.4
Connection FP5 85.6 70.4 59.5 51.4 45.1 40.1 36.1 32.7 30.0 27.6 25.6
Connection FP9 92.1 75.7 64.0 55.2 48.5 43.1 38.8 35.2 32.2 29.7 27.5
Connection FP10 96.3 79.1 66.9 57.8 50.7 45.1 40.6 36.8 33.7 31.0 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. Mesa exterior and 26 ga. Mesa interior face (min Fy = 33 ksi).
  3. For connection FP1, CF panel clips are 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 patterns FP2, FP3, FP4, and FP5 include FP1 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) 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. 
  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 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.

Metl-Span Mesa Wall Panels

26 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″ 54.2 42.3 34.5 29.1 25.2 22.2 19.8 17.9 16.3
2.5″ 56.0 43.8 35.7 30.1 26.0 22.9 20.4 18.4 16.8
3″ 57.8 45.2 36.9 31.1 26.8 23.5 21.0 18.9 17.2
4″ 60.9 47.8 39.1 32.9 28.4 24.9 22.2 20.0 18.1
FP2 2″ 65.2 50.9 41.5 35.1 30.3 26.7 23.8 20.5 17.3
2.5″ 70.5 55.1 45.0 37.9 32.7 28.8 25.7 23.2 21.1
3″ 75.8 59.3 48.4 40.8 35.2 30.9 27.5 24.8 22.6
4″ 86.1 67.6 55.3 46.6 40.1 35.2 31.3 28.2 25.7
FP3 2″ 85.7 67.3 54.3 43.8 35.6 29.3 24.4 20.5 17.3
2.5″ 89.0 69.5 56.7 47.8 41.3 36.3 32.4 27.9 23.9
3″ 90.4 70.7 57.8 48.7 42.0 36.9 32.9 29.6 27.0
4″ 92.8 72.8 59.6 50.2 43.3 38.0 33.8 30.4 27.7
30″ wide FP1 2″ 71.2 55.5 45.4 38.3 33.1 29.2 24.4 20.5 17.3
2.5″ 73.5 57.4 46.8 39.5 34.1 30.0 26.7 24.1 22.0
3″ 75.5 59.0 48.2 40.6 35.0 30.8 27.4 24.7 22.5
4″ 79.3 62.2 50.9 42.9 36.9 32.4 28.8 26.0 23.6
FP2 2″ 85.7 67.3 54.3 43.8 35.6 29.3 24.4 20.5 17.3
2.5″ 94.4 73.7 60.2 50.8 43.8 38.5 32.9 27.9 23.9
3″ 98.9 77.3 63.2 53.2 45.9 40.3 35.9 32.4 29.5
4″ 107.5 84.3 69.0 58.1 50.1 44.0 39.1 35.2 32.0
FP3 2″ 85.7 67.3 54.3 43.8 35.6 29.3 24.4 20.5 17.3
2.5″ 98.6 77.4 63.6 54.0 46.7 39.0 32.9 27.9 23.9
3″ 108.5 84.9 69.3 58.4 50.4 44.2 39.4 35.1 30.3
4″ 111.4 87.4 71.5 60.2 51.9 45.6 40.5 36.5 33.2

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 26 ga. Mesa exterior and 26 ga. 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. For CF-30, FP2 is based on FP1 along with (1) blind rivet at 10″ o.c. from female panel sidelap. For CF-36, FP2 is based on FP1 along with (1) blind rivet at 12″ o.c. from female panel sidelap. 
  5. For CF-30, FP3 is based on FP1 along with (2) blind rivets at 10″ o.c. from female panel sidelap. For CF-36, 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.

Metl-Span Mesa Wall Panels7

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

Panel Type2 Design Criteria3 Support Span
5′ 6′ 7′ 8′ 9′ 10′ 11′ 12′ 13′ 14′ 15′
2″ Thick Bending & Shear 67.3 55.5 47.1 40.7 35.9 32.0 29.0 24.4 20.3 17.2 14.8
Deflection (L/180) 69.2 54.3 43.8 35.6 29.3 24.4 20.5 17.3 14.7 12.6 10.9
2½” Thick Bending & Shear 77.4 63.6 54.0 46.9 41.3 36.8 33.2 29.7 24.6 20.8 17.8
Deflection (L/180) 87.1 69.0 56.2 46.7 39.0 32.9 27.9 23.9 20.6 17.8 15.5
3″ Thick Bending & Shear 86.6 71.1 60.2 52.3 46.2 41.2 37.1 33.8 28.9 24.3 20.7
Deflection (L/180) 103.3 82.4 67.6 56.5 48.0 40.9 35.1 30.3 26.4 23.0 20.2
4″ Thick Bending & Shear 92.3 75.6 64.0 55.4 48.9 43.7 39.6 36.0 33.0 30.4 28.3
Deflection (L/180) 129.9 104.7 86.7 73.2 62.8 54.4 47.6 41.8 36.9 32.7 29.1
5″ Thick Bending & Shear 105.7 86.6 73.2 63.4 55.8 49.8 45.0 41.1 37.7 34.8 32.3
Deflection (L/180) 148.4 120.5 100.4 85.4 73.7 64.4 56.7 50.4 45.1 40.4 36.3
6″ Thick Bending & Shear 118.1 96.8 81.8 70.7 62.2 55.5 50.1 45.7 41.9 38.8 36.0
Deflection (L/180) 158.3 129.3 108.4 92.6 80.4 70.6 62.6 55.9 50.3 45.5 41.3

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. Mesa exterior and 26 ga. Mesa 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 recommendations on panel profile and gage suitable for thermal stresses.

CF-42 and CF-45 Mesa Wall Panels
Allowable Single Span for Inward and Outward Load of 5 psf

Panel
Type
Thickness
(in)
Design Criteria Allowable
Span
(ft)
Bending
Stress
Shear
Stress
Deflection
Limit L/120
CF-42 or CF-45
Mesa/Mesa
2″ 27.5 77.2 20.2 20.2′
2.5″ 29.6 87.7 23.7 23.7′
3″ 31.4 97.1 27.0 27.0′
4″ 37.6 101.6 33.1 33.1′
5″ 42.4 114.5 38.5 38.5′
6″ 45.7 126.0 43.5 43.5′

Notes:

  1. Based on panels with 26 gage exterior and 26 gage interior face (min Fy = 33 ksi) for single span condition.
  2. Allowable span is the lowest value of panel bending strength, shear strength and deflection limit.
  3. The spans based on panel stress and deflection design criteria are derived from E-72 structural testing. The allowable loads are calculated with a factor of safety of 2.0 and 3.0 for bending and shear stresses, respectively and deflection limitation of L/120.
  4. The structural capacity of support members and panel attachment to the support members are not considered and must be examined independently.

IMPORTANT NOTES:

Deflection caused by temperature differential induced thermal bow is not addressed in the above table and may result in allowable spans that are less than the spans listed above and may require the use of heavier 24 or 22 gage panel facings at added cost. Except for self-supporting the dead weight of the panel, partition wall panels are non-load bearing. Ceiling panels must be supported from the structure above or by an internal support structure. Panel skins must be captured at both ends of the panel by supporting members designed to support reaction pressures from a 5 psf interior pressure. CF-42 = 42″ wide. CF-45 = 44.5″ wide.