calculated with factor of safety of 2.5 for bending stress, 3.0 for shear stresses and deflection limitation of L/180.

Transcription

1 Metl-Span CF-42 Light Mesa Wall Panels 26 Ga. Exterior / 26 Ga. Interior Facings Allowable Connection Load 1,7,8,9,10 (psf) for Two or More Equal Spans Panel Type 2 Design Criteria 3,4,5,6 Support Span 5 ft 6 ft 7 ft 8 ft 9 ft 10 ft 11 ft 12 ft 13 ft 14 ft 15 ft Connection FP " Thick Connection FP Connection FP Connection FP ½" Thick Connection FP Connection FP Connection FP " Thick Connection FP Connection FP Connection FP Connection FP Connection FP Connection FP " Thick Connection FP Connection FP Connection FP Connection FP Notes Notes: Based The Load on CF-42 Span panel Table with above 26 is ga. based Light on Mesa Allowable exterior Stress & interior Design faces (ASD). (min For Fy loads = 33 ksi). calculated based on ASCE For (LRFD), connection pleaserefertosection241ofasce7-10 FP1, CF panel section clips are of fastened 10 min. for 14 the gage applicable g steel with load (2) combinations 1/4"-14 SDS using Tek 3 Allowable at all supports. Stress Design. 2. For Based 12 gage on CF-42 or thicker panel steel, with # ga. Light SDS Tek Mesa 5 exterior may be used. and 26 In ga. lieu Light of self-drilling Mesa interior screws, face (min self-tapping F y = 33 screws ksi). 3. may Fastener be used. pattern FP1 is based on CF panel clips fastened to min. 14 ga. steel. Fastener options will be (2) SDS Type 3. The 3, (2) pattern, Self-Tapping, FP2, FP3 (2) & FP4, includes Type 5 SDS, CF panel (2) ¼"-20 clip attachment Type 5 SDS, plus or 1, (2) 2, ¼"-28 and 3 Fabloks, Type 5 SDS. respectively, Fastener at selection supports will be based on pullout capacity from support steel members. 4. per The panel width. patterns Fab-lok FP2, spacing FP3, FP4, is 10.5" and FP5 o.c. from include female FP1 edge plus 1, of 2, panel 3, and seam. 4 blind rivets, respectively, at supports per 4. The panel through width. s Blind Rivet (FP9) spacing are as follows: is 10.5" o.c. #12-24 from SDS female in min edge 12 of ga. panel steel; seam. or #1/4-14 SDS in min 12 ga. steel; 5. or The #1/4-14 through STS s in min 14 (FP9) ga. steel. are as 4 follows: Fasteners Panels per panel fastened width min. max 148.4" ga. steel o.c. supports with (4) SDS Type 3, (4) 5. The through Self-Tapping, s (4) (FP10) are Type as follows: 5 SDS, (4) #12-24 ¼"-20 SDS Type in min 5 SDS, 12 ga. or (4) steel; ¼"-28 or #1/4-14 Type 5 SDS in with min nominal 12 ga. steel; 5/8" diameter or neoprene #1/4-14 bonded STS in min washers 14 ga. spaced steel. at 58.4" Fasteners o.c. Fastener per panel shall width be sufficient max 8.4" length o.c. to penetrate through the support a minimum of ¾". Fastener selection will be based on pullout capacity from support steel members. 6. Allowable positive or suction load is the lowest value of panel bending strength, shear strength, deflection limit and 6. The through s (FP10) are as follows: Panels fastened to min. 14 ga. steel supports with (5) SDS Type 3, (5) connection Self-Tapping, strength for (5) each Type pattern. 5 SDS, (5) ¼"-20 Type 5 SDS, or (5) ¼"-28 Type 5 SDS with nominal 5/8" diameter 7. Allowable neoprene loads bonded based washers on panel spaced stress at 8.4" and deflection o.c. Fastener design shall criteria be of sufficient are derived length from to ASTM penetrate E72 through structural the testing support and a calculated minimum with of ¾". factor Fastener of safety selection of 2.5 will for bending based stress, on 3.0 for pullout shear stresses capacity and from deflection support limitation steel members. of L/ The Allowable panel connection positive or strength suction was load determined is the lowest from value ASTM of panel E1592 bending testing strength, and the allowable shear strength, loads deflection are calculated limit with and factor connection of safety strength of 2. for each pattern. 8. Allowable loads based on panel stress and deflection design criteria are derived from ASTM E72 structural testing and 9. The structural capacity of the purlins are not considered and must be examined independently. calculated with factor of safety of 2.5 for bending stress, 3.0 for shear stresses and deflection limitation of L/ The panel connection strength was determined from ASTM E1592 testing and the allowable loads are calculated with factor of safety of The structural capacity of the purlins are not considered and must be examined independently. May 14, 2015

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