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R&L Custom Truss Truss:TOL
5164 Harris Rd. Job: RILCOSO9S
Randolph, NY 14772 Date: 0423/25 17:29:40
Page: lof!
SPAN PITCH OTY OHL OHR ° CANT L CANTR PLYS SPACING WGT/PLY
30-00 4/\2 1 008 OIO8 000 OO) j 48in 168 Ibs
~ 319-0 ;
40-8 A 7512 bon 7512 . 764 O08
, 764 : 15.0-0 : 22-5-12 30-0-0 ~
OT
0-0 -
0-0 10-0-3 8-11-10 100-3 0-00
10-0-3 19-44-13 30-0-0
All plates shown to be Eagle 20 unless otherwise noted.
Loading (psf) | General CSE Deflection U (loc) Allowed
TCLL: 385 Bllg Code: IBC 2018/ TC: 073 2-3) Vert TL: S52 in L/675 (6-7) L/240
TCDL: S(rake) ‘TPL 1-2014 BC: 058 5-6) Ver. LL: O34in = -L/ 999 67) L/360
BCLL: 0 Rep Mor: No Web: 0.54 G5) Horz TL: Ol4in 5
BCDL: 5 LumberDOL: 125%
Reaction
IT BreCombo Brg Width Rad Brg Width = Max React Max Grav Uplift. Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz
1 1 55in 2.61 in 3,152 bs . -871 Ibs ~769 Ibs -871 Ibs 67 Ibs
5 i 55in 26Lin 3,152 Ibs . -871 bs -769 Ibs 871 Ibs :
Material Bracing
TC: SP2400/2.0 2x 6 TC: Purlins at 24 "OC, Purlin design by Others.
BC: SP2400/2.0 2x 6 BC: Sheathed
or Purlins at 7-7-0, Purlin design by Others.
Web: SPF #2 2x 4
Loads ee
1) This truss has been designed for the effects of balanced (38.5 psf} and unbalanced sloped roof snow loads in accordance with ASCE - 16 with the folowing
defined input: 55 psf GSL, Terrain C, Exposure (Ce= 1.0), Thermal (Ct = 1.00), DOL= 1.15. Unobstructed slippery surface. Ifthe roof configuration differs from
hip/gable, Buikling Designer shall verify snow loads.
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 userdefined input: 115 raph (Fectored), Exposure
C, Enclosed, Gable, Risk Category If h=B=L=15 ft, Not End Zone Truss, Both end webs considered. DOL= 1.60
4) This truss has been designed for the effects ofTC LL= 20 psf.
5) Minimum storage attic loading has not been applied in accordance with IBC 1607.1
6) In accordance with IBC 1607.1, minimum BCLL's do not apply.
Member Forces Table indiewes: MarberID, nex CSE, max tension forex, (mam compression fore) Only foros greater than 300ths ae shown in this table.
Biss $2 0.587 2,019 Ibs 7,510 Ibs}| 34 0.714 1,704 tbs (6,280 Ibs).
23 O71. 1794 ths (6,280 tbs)] 4-5 0.587 2,019 Ibs C7510 tbs)
BC 54 0.584 6,997 Ios _C1,774 Ibs}] 6-7 0.327 A503 tbs C1071 tbs)] 7-1 0.384 6,998 Ibs (1,774 Ths} i
We {2-7 0424 S71 bs 1,899 Ibs)} 3-7 O544 2.216 lbs 425 ibs)] 344 O344 0 2 216fbs C425 Ths)}} 46 0.424 S71 tbs €1,899 tbs) |
Notes
1) Untess noted otherwise, do not cut oraiter any truss member or plate without pricr approval from a Professional Engineer.
2) The fabrication tolerance for this roof wuss is 5 % (Cq= 0.95).
3) Building Designer shall verify self weight of the truss and other dead load materials do not exceed TCDL 5 psf.
4) Buikling Designer shall verify self weight of the russ and other dead load materials do not exceed BCDL 5 psf,
5) Design assumes minimum _x2 (flat orientation, visually graded) puclins attached to the top of the TC at purlin spacing shown with at least 2-10d nails.
6) Brace bottom chord with approved sheathing or purlins per Bracing Summary.
7) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member
8)A creep factor of 2.50 has’ been applied for this truss analysis.
9) Listed wind upliit reactions based on MWERS & C&C loading.
WARNING: Verify ail design parameters and follow all notes on this drawing and in the Eagle Metal Design Notes. TrocBuild®Tnass Software v5.72
This design is for an individual building component (a russ), nota truss system, and is based only on parameters shown and provided by the Building Designer. The Eagle Metal Products
applicability of the design parameters must be verified by the Building Designer and should properly incorporate this design into the overall building design before use. -
Bracing shown is onlyfo prevent budkling of individual truss web and/or chord members. Additional temporary and permanent bracing is always required to prevent
collapse and provide stability. Design valid only when Eagle Metal connectors are used. Aseal on this drawing indicates aoneptance of professional engineering
responsibility solely for the truss component design shown.
1235037 0003/0003