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<br />Job
<br />
<br />Truss
<br />
<br />Truss Type
<br />
<br />
<br />00041
<br />
<br />Mon Oct 17 1fQ:!1-i15 2005 Page 1
<br />
<br />27223
<br />
<br />A04
<br />
<br />I ROOF TRUSS
<br />I
<br />
<br />.
<br />Stock Building O'.I:\t\Ii"y-Sanford, Sanford, FL 32771
<br />
<br />-2.0,0
<br />2-0-0
<br />
<br />6-10.0
<br />6-10,0
<br />
<br />13-0-0
<br />6-2-0
<br />
<br />19-2.0
<br />
<br />6.2.0
<br />
<br />26-0-0
<br />6,10.0
<br />
<br />28,0.0
<br />
<br />2-0.0
<br />SClle = 1:50.1
<br />
<br />4x5 .:::-
<br />
<br />~
<br />3x4~ ~
<br />3~W2
<br />~~
<br />
<br />I ~
<br />I ~~
<br />- ~~
<br />;Ij,~
<br />
<br />v- 3"00'
<br />
<br />5.00[12
<br />
<br />
<br />9
<br />5x8 ~
<br />
<br />~~:~~~~
<br />. ~~ ' r-
<br />-----=:::::::: ~ N
<br />~" ~~a
<br />
<br />
<br />
<br />10
<br />2M II
<br />
<br />2,50 [12
<br />
<br />, 0-0,0
<br />
<br />0-0,0
<br />
<br />6-10.0
<br />
<br />6.10-0
<br />Plate Offsets (X Yl' [20-2.80-0-7] [4'0-2,120-2-41 [60-2.80-0-7]
<br />
<br />13.0,0
<br />
<br />6.2.0
<br />
<br />19-2-0
<br />6,2-0
<br />
<br />26-0-0
<br />6-10-0
<br />
<br /> , , , , ,
<br /> I , GRIP
<br />LOADING (pst) I SPACING 2-0-0 , CSt DEFL in (ioc) lldefl Ud PLATES
<br />TCLL 20,0 Plates Increase 1,25 I TC 0.46 Vert(LL) -0,26 9,10 >999 360 MT20 2441190
<br />TCDL 7,0 Lumber Increase 1,25 BC 0,67 Vert(TL) -0,62 9,10 >493 240
<br />BCLL 0,0 Rep Stress Incr YES WB 0,56 Horz(TL) 0,38 6 nla nla
<br />BCDL 10,0 Code FBC2004ffPI2002 (Matrix) Windell) 0,23 9-10 >999 240 Weight 114 Ib
<br />
<br />LUMBER
<br />TOP CHORD 2 X 4 SYP No,2
<br />BOT CHORD 2 X 4 SYP No,2
<br />WEBS 2 X 4 SYP No,3
<br />
<br />BRACING
<br />TOP CHORD
<br />Structural wood sheathing directly applied or 3-2-4 oc purlins,
<br />BOT CHORD
<br />Rigid ceiling directly applied or 8-9-8 oc bracing,
<br />
<br />REACTIONS (lblsize)
<br />2
<br />6
<br />Max Harz
<br />2
<br />Max Uplift
<br />2
<br />6
<br />
<br />106310-8,0
<br />106310-8-0
<br />
<br />11 O(load case 6)
<br />
<br />,298(load case 6)
<br />.298(load case 7)
<br />
<br />FORCES (Ib) , Maximum CompressionlMaximum Tension
<br />TOP CHORD
<br />1-2
<br />3-4
<br />5-6
<br />BOT CHORD
<br />2.10
<br />8-9
<br />WEBS
<br />3.10
<br />4-9
<br />5-8
<br />
<br />0138
<br />.23371518
<br />,31881686
<br />
<br />2,3
<br />4,5
<br />6,7
<br />
<br />-31881686
<br />-23371518
<br />0/38
<br />
<br />.48612909
<br />-492/2913
<br />
<br />9-10
<br />6,8
<br />
<br />-492/2913
<br />-48612909
<br />
<br />0/254
<br />-167/1399
<br />0/254
<br />
<br />3.9
<br />5-9
<br />
<br />-824/262
<br />-824/275
<br />
<br />NOTES (7)
<br />1) Unbalanced roof live loads have been considered for this
<br />design.
<br />2) Wind. ASCE 7.98; 120mph (3.second gust); h=16ft;
<br />TCDL=4,2psf; BCDL=6,Opsf; Category II; Exp B; enclosed;
<br />MWFRS interior zone and C,C Interior(1) zone; Lumber DOL=1,33
<br />plate grip DOL=1,33, This truss is designed for C-C for members
<br />and forces, and for MWFRS for reactions specified.
<br />3) This truss requires plate inspection per the Tooth Count Method
<br />when this truss is chosen for quality assurance inspection.
<br />4) This truss has been designed for a 10,0 pst bottom chord live
<br />load nonconcurrent with any other live loads
<br />5) Bearing at joint(s) 2, 6 considers parallel to grain value using
<br />ANSlffPI1 angle to grain formula, Building designer should verity
<br />capacity of bearing surface,
<br />6) Provide mechanical connection (by others) of truss to bearing
<br />plate capable of withstanding 298 Ib uplift at joint 2 and 298 Ib
<br />uplift at joint 6,
<br />7) Seqn. 22941, Date.101612005
<br />
<br />E:.S ;]~ ; ~~ t::.
<br />VIJ. ;'AlIxDANKS AVE
<br />WINTER PARK. FL 32789
<br />
<br />OCT 1. 7 2005
<br />
<br />LOAD CASE(S)
<br />Standard
<br />
<br />C;A # 8886
<br />-1'. LEE SM ITH. PE # 36177
<br />
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