Beach Ave 1851 Job Truss Truss Type I Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 FG3 ROOF TRUSS 1
2 Job Reference(optional)
Universal Forest Producis,Inc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 1410:13:31 2005 Page 1
2-9.6 5-6-12
2$6 2-9-6
2x5 TL20 I I 3xe TL20= 2x5 TL20 I I Scale=1:16.
A B C
T1
H Li
yyi W1 2 W1
E D
2x5 TL20 I I
5x4 TL20= 5x4 TL20=
2.9-5 5-6-12
2-9-6 2-9-6
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 E >999 360 TL20 245/193
TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 E >999 240
BCLL 10.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 D n/a n/a
BCDL 5.0 Code FBC2001/TP12002 (Matrix) Wind(LL) 0.00 E >999 240 Weight:891b
LUMBER BRACING
TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins,
BOT CHORD 2 X 6 SYP No.2 except end verticals.
WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) F=685/0-3-8,D=685/Mechanical
Max UpliftF=-463(load case 3),D=-463(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-F=-243/190,A-B=0/0,B-C=0/0,C-D=-243/190
BOT CHORD E-F=-277/408,D-E=-277/408
WEBS B-F=-567/385,B-E=0/77,B-D=-567/385
NOTES (9-10)
1)2-ply truss to be connected together with 1 Od Common(.1 48"x3")Nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc.
Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been
provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-98;120mph(3-second gust);h=25ft;TCDL=4.2psf;BCDL=3.Opsf;Category II;Exp B;partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip
DOL=1.60.
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)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 463 Ib uplift at joint F and 463 lb uplift at joint D.
8)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
9)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints
unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling
of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss
is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with
conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no
responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to
job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer.
10)Right end may be attached to 2x6 So.Pine or larger BC of two or more ply girder truss with Simpson HHUS28-2 or eq.Follow
Simpson instructions for installation.
LOAD CASE(S) Standard
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:A-C=-230(F=176),D-F=-30