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d3A189 T1 ROOF TRUSS 68 1 Building A (02) U1018310
LES UMM EnL%k-TEC 1ER4TATION. OUEBEC W-M1--§R--1S—ft-v-W2d00 1—k WRV19,-IhCt-hu—Fe—b1-314;
eQE 1
-124__, a1, e i 13 4 3 2060 27-7.4
1.2-0 5-11-0 64-12 7.1.13 7.1d 7-4-,2 —i
4x+p - Scale =1:98.1
6.00 riT, 1x4 n 6X6 =
F 0 H
8x12 N do P L 0 K J R I
3.5x5 - 6X6 - Wo _ 21d =
Arra
3.6x6 =
841,11 i 17.65 1 27-7-4
8 911 8.7-10 10.1.15 7412
LOADING (psi SPACING 2.0-0 CSI
TCLL 50.0 Plates Increase 1.15 TC 0190
TCDL 7.0 Lumbar Inrxease 1.15 Sc 1.00
BOLL 5.0 Rep Stress Incr YES WB 0.87
BCDL 7.0 Code 80CAIANS195 (Matrix)
LUMBER
TOP CHORD 2 X a $PF 1650E 1.6E-Elooept-
F•M 2 X4 SPF N0.2, A -D 2 X 4 SPF 210OF 1.8E
-ROT CHORD 2 X 4 SPF 1660E 1,SE'ExcW*
K-M2X4SPF 2100F1.8E
--ocBS 2 X 4 SPF N0.2 "Except'
H-12 X 4 SPF ZOOF 1.8E
WEDGE
Left 2 X4 SPF N0.2
REACTIONS pWsi29) 1=2786/0.3-0, Bm2751/0$-0
Max Hort 8'--462(Ioad cam 4)
Max Uplift 1--477(Iool Case 4). en-313(loW Cie 4)
BRACING
DEFL in pm)
Well
PLATES GRIP
VeR(LL) -0.68 J -L
>710
MI120 197144
Vert(TL) -0.74 J -L
>561
1 ROW at mldpt E -L, G.J. H.1
Horz(TL) 0.12 1
Na
1st LC LL Nin Well a 240
Weight 171 Ib
BRACING
TOP CHORD
Sheathed or -810 oC purthW elooept end valfgIs, and
2-0-0 OC plxllns (3.5 6 mex,): F -H.
BOT CHORD
Rigid coke drectly applied or 8.4.3 0e braoing.
WEBS
1 ROW at mldpt E -L, G.J. H.1
2 Rows at 113 pts Hd, F -J
FORCES (Ib) - First Load Cue Only
TOP CHORD A -&40-8-0-48W, C-0'--4301, D -E=-4004, E -F-4127, F -G -1363, 44+--1563. H4s-2678
BOT CHORD B -W3940, M -W3215, 10-0=3216, O-Pa921 S, L4P=3215, L#2207, K$2207, J -K --M7, J -R-43,
1-R�49
WEBS C -N=-515, E-1=881, E' -L-1133, F-L■1520, F -J-1152, 0.1=$55, H -J=2878
NOTES
1) This truss has been designed for the wind (Dade geneMW by 90 mph winds at 60 R above wound level. ushg 8,0
W top Chord dead load and 6.0 Psi bottom Chord dead Wad, in the gable and rDd none on an woupa n eaiagory
11, m'drfiW I endosed building, with exposure B ASCE 7.96 per BOCA/ANSI$$ fF and vaNCaa eodst, they are not
cnmsed to wind. It cantilevers OXV, they are 040sfld to wind. K porMas exist, they am not exposed to wind.
The lumber DOL massae is 1.33, and the plate glop trtaem is 1,33
2) Provide Adequate drahnage to prevent water ponding_
3) • The truss has been designed for a five Iaad of 20,0pef on the tKilm. dtord in all areas with a dearertae greater
than 341.0 between Re bottorn chord and arry other mernlmM
4) Bearing at joints) I considem perallel to grain value using ANSVTPI 1-1995 angle to grain fowom. Building
designer should Vertty capadty of bearing su f9oe.
3) Provide meohanicaf connection (by, others) of truss to bearing plate capable of withstarlain9 3" b M al; *d I
81td 313 Ib uoliR at Jdfd B.
6) T itis Cross pas been designed wth ANSVTPI 1.1886 afterie.
7) Design assumes 4x2 (tial oftntatien) PUrting at oo spadng indrated, fastened to truss TC ud 2-1 Od halts.
LOAD CASE(S) Standard
m"K CANADA.INC.A"Nemil,
BPECIF AlC NTE (U.S.A. DA TAPRIL gDN"1
FARM AN_iNTE�
Z d b 6090159'ON/99:8 '1S/99:8 £00Z lz £ 00
MiTek Canada, Inc.
loll industrial Rd., P.O. Box 1324
Radford, Ontario, L3Z 2137
February 13,2003
LOADING AND DIMENSIONS
SPECIFIED BY FABRICATOR.
SV9JECTTO VERIFICATION BY
AUTHORITIES IN JVRISDICTION.
Nodi