HomeMy WebLinkAboutTRUSSES - 07-00487 - 245 W 3rd N - ShedJob Trus
5817 A
9 1 �I
Job Referei
6.300 s Jul 1
-1-6-0 6-0-0 12-0-0 13-6-0
1-6-0 6-0-0 6-0-0 1-6-0
sd.:,
sus =
3
4" = 4x4 =
0-0-0 0-0-0
6-0-0 i 12-0-0
6-0-0 6-0-0
LOADING (psf)
SPACING
2-0-0
CS]
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.42
Vert(LL) -0.04
4-6 >999 360
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.35
Vert(TL) -0.09
4-6 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(TL) 0.02
4 n/a n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Wind(LL) 0.02
6 >999 240
Weight: 34 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-3-6 oc pudins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud
REACTIONS (lb/size) 2=741/0-5-8, 4=741/0-5-8
Max Horz 2=-44(load case 4)
-ORCES (lb) - Maximum Compression/Maximum Tension
rOP CHORD 1-2=0/40. 2-3=-1059/155, 3-4=-1059/154, 4-5=0/40
30T CHORD 2-6=98/926, 4-6=98/926
NEBS 3-6=0/235
MOTES
1) Unbalanced roof live loads have been considered for this design.
�) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
t) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2 and 201 lb uplift at joint 4.
i) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
_OAD CASE(S) Standard
Job Truss TGVrAl�*B
a Qty Ply
5817 1AG 2 1 1
s Jul 11 2006 MiTek Industries, Inc. Fri Oct 26 08:44:49 2007 Page 1
0-0-0
6-0-0 , 12-0-0 ,
6-0-0 6-0-0
Scads - 1:19.
se =
H
30%; aA n xw s
12-0-0 ,
12-0-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Udefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.40
Vert(LL) n/a
- n/a 999
MT20 1971144
TCDL 8.0
Lumber Increase
1.15
BC 0.25
Vert(TL) n/a
- n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.11
Horz(TL) 0.00
3 nla n/a
BCDL 8.0
Code IRC20031TPI2002
(Matrix)
Weight: 28lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/size) 1=209/12-0-0.3=209/12-0-0.4=635/12-0-0
Max Horz 1=-23(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=96/51, 2-3=96/51
BOT CHORD 1-4=0/34, 3-4=0/34
WEBS 2-4=-485/133
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0.0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1, 53 lb uplift at joint 3 and 97 lb uplift at joint 4.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1.
LOAD CASE(S) Standard