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4/7/25, 1:23 PM Garage <br />Date: 4/07/2025 - 1:23 PM <br />Design Name: Garage Design <br />Design ID: 302857385153 <br />Estimated Price: $28,689.15 <br />*Today's estimated price. Future pricing may go up or down. Tax, labor, and deHveily not included. <br />MENARDS� <br />Design&Buy TM <br />GARAGE <br />Job I Truss Truss Type Oty Ply <br />QTREC0777512 TIE COMMON 2 1 1 Job Reference (optional) <br />Midwesl M1nul11tun10. Eau Claire. WI Run' 8.61 S Au. It 2022 Print. 8.610 S Aup 11 2022 MTek Indueldes. Inc. Mon Mer 27 14:41:05 Pa Oa: 1 <br />ID:YtDcQIQSXIH3snlOnbOONCxWIRA•YCGSZLgQ%kZrx Flm- INWYO%LpIBCQ91HgIGxWIQq <br />O-3-ZYL <br />-0-6-0 15-0-0 30-0-0 3q-6-0 <br />0-6-0 15-0-0 16-0-0 O-6-0 <br />4x6= <br />3.8- 3w8- <br />Scala - 1:55.7 <br />Plate Offsets (X. Y): [1 <br />Loading (Pat) Sp.ping 2-0-0 CSI I DEFL In (lac) Udell L/d PLATES GRIP <br />TCLL (room 42.0 Plate Grip DOL 1.15 TC 0.72 Van(LL) n/a - n/a 999 MT20 197/144 <br />Snow (Pa/leg) 41.6/80.0 Lumber DOL 1.15 BC 0.61 Ve rt(CT) rill n/a 999 <br />TC DL 7.0 Rap Slross 1.- VES WB 0.18 H.-(CT) 0.00 27 n/a n/a <br />BCLL 0.0' Code IRC2018TP12014 Matrix -MS <br />BCDL 10.0 Weight: 106 Ib FT = 161 <br />LUMBER BRACINO <br />TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood shealhing directly applied or 6-0-0 oc purims. <br />SOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ce(Iln elf racti a Iled or 10-0-0 oc bra in <br />OTHERS 2x4 SPF Stud I MITek recommends that Stabilizers and requlretl cross bracing be <br />I <br />REACTIONS All bearings 30-0-0. nstalled during truss - <br />REACTIONS in accordance with SlabillZer <br />(lb) - Max Hertz 2=-64 (LC 15). 23=-64 (LC 15) nelellrit on guide. <br />M.x Uplift All uplift 100 (lb) or less at joint(.) 2, 12, 14, 16, 17, 19. 20. 22, <br />23. 27 except 15=-181 (LC 35). 21=-181 (LC 34) <br />Max Grav All reactions 250 0b) or less at Jolnt(s) 15. 1B. 21 except 2=403 <br />(LC 2). 12=403 (LC 2). 14=1016 (LC 22), 16-/26 (LC 22), <br />17=326 (LC 22). 19=326 (LC 21). 20=426 (LC 21), 22=1016 <br />(LC 21), 23=403 (LC 2). 27=403 (LC 2) <br />FORCES (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. <br />WEBS 6-19=-297/8O, 5-20=-344/513. 3-22=-740/13B. 8-17=-297/80, 9-16=-344/56. 11-14=-7401138 <br />JO1NT STRESS INDEX <br />2=O.B5.3=0.51.4=0.51,5=0.51.6=0.51.7=0.26.8-0.51.9=0.51. 10=0.51. 11 =0.51. 12=0.85.14=0.51, 15=0.51. 16=0.51. 17=0.51. 16=0.22. 19=0.51. 20= <br />0.51. 21 =0.51 and 22=0.51 <br />NOTES <br />1) Unbalanced .of live loads have been conelder.d for this design. <br />2) Wind: ASCE 7-16; V111=115mph (3-second gust) Vasd=glmph; TCDL=4.2psf; BCDL=6.Opsf; h=25n; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C <br />Cornef(3E) -0-6-0 to 2-6-0. Exlerior(2N) 2-0-0 to 12-0-0. Com,r(3R) 12-0-0 to 18-0-0. Exterior(2N) 16-0-0 to 27-6-0, Corner(3E) 27-6-0 l0 30-6-0 z n,; cantilever loll and fight <br />exposed ; end vertical left and right exposed:C-C for members and forces 8. MWFRS for reactions shown; Lumber OOL=1.60 plat, grip DOL=1.60 <br />3) Trues designed for wind loads in the plane o/ the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult <br />qualified building designer as per ANSITPI 1. <br />4) TCLL: ASCE 7-16; Pr=42.0 psf (roof ILL: Lum DOL-1.15 plate DOL=1.15); Pg=60.0 psf; Pa=41.6 psf (Lum DOL=1.15 Plate DOL=1.15); I8=1.0: Rough Cat 6; Fully Exp.; <br />C,=("; Cs=1.00; Ct=1.10 <br />5) Roof design snow load has been r.ducad to account for slope. <br />6) Unbalanced snow loads have bean cpnsitlerad for this design. <br />7) This truss has been designed for greater of min roof live load of 12.0 par or 1.00 times flat roof load of 41.6 psf on overhangs non -concurrent With other live loads. <br />6) All plates are 1.5x4 MT20 unless otherwls, Indicated. <br />9) Gable requires continuous bellom chortl bearing. <br />10) Gable studs spaced at 2-0-0 oc. <br />11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl With any other live loads. <br />12) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.06-00 tell by 2-00-00 Wide will fit between the bottom chord and <br />any other members. <br />13) Provido mechanical connection (by others) of truss to bearing plat. capable of withstanding 100 Ill uplift at Joint(.) 2, 12. 1B. 20. 22. 17. 16. 14. 2. 12 except (Jt=lb) 21=1B1. <br />15=181, <br />For other design systems search "Design & Buy" on Menards.com <br />Page 10 of 11 <br />https://designit.menards.com/RPF-v2/#/main/summary/capture 10/11 <br />