The URL can be used to link to this page

Home My WebLink AboutPLANS Truss Residential Addition 1010 Acacia Dr 2020-08-19 Fort Collins Truss 201 NW Frontage Rd Fort Collins, CO, 80524 Truss:T01 Job:00501 Date:05/22/20 09:51:27 Page:1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-5-0 5 /12 12 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 108 lbs ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TrueBuild® Truss Software v5.6.355 Eagle Metal Products 24-5-0 2-0-0 2-0-05-1-4 5-1-4 5-1-4 10-2-8 5-1-4 15-3-12 5-1-4 20-5-0 0-0-0 10-2-8 10-2-8 2-5-4 10-2-8 20-5-0 0-0-0 5- 7 - 0 4- 9-4 0- 6 - 3 512 512 3123127 15x12 / 24x5 / 38x8 | 44x5 \ 55x12 \ 8 610x12 - All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) TCLL :54 Snow :54 TCDL :10 BCLL :0 BCDL :10 General Bldg Code :IRC 2018/ TPI 1-2014 Rep Mbr :Yes Lumber D.O.L. :100 % CSI TC : 0.57 (2-3) BC : 0.63 (6-1) Web : 0.63 (2-6) Deflection L/(loc)Allowed Vert TL:0.55 in L / 426 (5-6) L / 240 Vert LL:0.35 in L / 666 6 L / 240 Horz TL:0.36 in 5 Reaction JTBrg ComboBrg WidthRqd Brg Width Max ReactMax Grav UpliftMax MWFRS UpliftMax C&C UpliftMax Uplift Max Horiz 1 1 5.5 in 2.17 in 2,266 lbs · -593 lbs -931 lbs -931 lbs -24 lbs 5 1 5.5 in 2.17 in 2,266 lbs · -593 lbs -931 lbs -931 lbs · Material Bracing TC:SPF 1650/1.5 2 x 6 TC:Sheathed or Purlins at 3-2-0, Purlin design by Others. BC:DFL 2400/2.0 2 x 6 BC:Sheathed or Purlins at 8-6-0, Purlin design by Others. Web:SPF 1650/1.5 2 x 4 Loads 1) This truss has been designed for the effects of balanced (54 psf) and unbalanced roof snow loads. in accordance with ASCE7 - 16 with the following user defined input: 54 psf Roof (GSL = 70 psf), CeCtCs = 0.77, DOL = 1.00. 2) This truss has been designed to account for the effects of ice dams forming at the eaves. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 16 with the following user defined input: 175 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, Not End Zone Truss, Both end webs considered. DOL = 1.60 4) Minimum storage attic loading has been applied in accordance with IRC 301.5 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-2 0.492 -7,276 lbs 2-3 0.567 -5,330 lbs 3-4 0.567 -5,330 lbs 4-5 0.492 -7,276 lbs BC 5-6 0.626 6,808 lbs(-1,532 lbs)6-1 0.626 6,808 lbs(-1,532 lbs) Web 2-6 0.627 -1,814 lbs 3-6 0.584 3,126 lbs (-538 lbs)4-6 0.627 -1,814 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 3) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 4) A creep factor of 1.00 has been applied for this truss analysis. 5) Listed wind uplift reactions based on MWFRS & C&C loading. Fort Collins Truss 201 NW Frontage Rd Fort Collins, CO, 80524 Truss:T02 Job:00501 Date:05/22/20 09:51:28 Page:1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-5-0 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 36 in 81 lbs ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. TrueBuild® Truss Software v5.6.355 Eagle Metal Products 24-9-4 2-2-2 2-2-210-2-8 10-2-8 10-2-8 20-5-0 0-0-0 10-2-8 10-2-8 2-6-10 10-2-8 20-5-0 0-0-0 5-1 - 1 4- 3 -4 0- 6 - 3 512 512 31231214x10 /4x6 \ 3x8 \ 22x4 / 34x5 - 42x4 \ 54x10 \4x6 / 3x8 / 62x4 | 74x5 |82x4 | All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) TCLL :54 Snow :54 TCDL :10 BCLL :0 BCDL :10 General Bldg Code :IRC 2018/ TPI 1-2014 Rep Mbr :No Lumber D.O.L. :100 % CSI TC : 0.99 (1-2) BC : 0.23 (8-1) Web : 0.16 (2-8) Deflection L/(loc)Allowed Vert TL:0.05 in L / 999 (5-6) L / 240 Vert LL:0.01 in L / 999 (5-6) L / 240 Horz TL:0 in Reaction Brg ComboBrg Width Max React Ave ReactMax Grav UpliftMax MWFRS UpliftMax C&C UpliftMax Uplift Max Horiz 1 · 2,744 lbs 525 plf -513 lbs -726 lbs -723 lbs -726 lbs 2,772 lbs Material Bracing TC:SPF 2400/2.0 2 x 4 TC:Sheathed or Purlins at 2-1-0, Purlin design by Others. BC:SPF 1650/1.5 2 x 4 BC:Sheathed or Purlins at 10-0-0, Purlin design by Others. Web:SPF 1650/1.5 2 x 4 Loads 1) This truss has been designed for the effects of balanced (54 psf) and unbalanced roof snow loads. in accordance with ASCE7 - 16 with the following user defined input: 54 psf Roof (GSL = 70 psf), CeCtCs = 0.77, DOL = 1.00. 2) This truss has been designed to account for the effects of ice dams forming at the eaves. 3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 16 with the following user defined input: 175 mph (Factored), Exposure C, Enclosed, Gable, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 ft, Not End Zone Truss, Both end webs considered. DOL = 1.60 Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table. TC 1-2 0.992 2,852 lbs(-1,186 lbs)2-3 0.698 -541 lbs 3-4 0.698 -541 lbs 4-5 0.992 2,852 lbs(-1,186 lbs) BC Web 2-8 0.155 -1,367 lbs 4-6 0.155 -1,367 lbs Notes 1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Gable requires continuous bottom chord bearing. 3) Gable webs placed at 24 " OC, U.N.O. 4) Attach gable webs with 5x6 20ga plates, U.N.O. 5) Stitch top chords together with 20Ga plates at 24 in oc maximum, U.N.O. 6) Bracing shown is for in-plane requirements. For out-of-plane requirements, refer to BCSI-B3 published by the SBCA. 7) The fabrication tolerance for this roof truss is 20 % (Cq = 0.80). 8) A creep factor of 1.00 has been applied for this truss analysis. 9) Due to negative reactions in gravity load cases, special connections to the bearing surface at joints 7, 5, 1 may need to be considered. 10) Listed wind uplift reactions based on MWFRS & C&C loading.