1037 Truss Detail.tifvest MFG, Eau Claire, WI 54703 7.250 s May 11 2011 MiTek Indusines, Inc. Fri Sep 23 09:56:28 2011 Page 1
ID: bhlTb_6SACRm4NzcCE76W Pyagk_-NSMBH Eva PTSyVOaYLInNRc6AO.1Z9kSaKmABYgGyaoPr
-2-0-0 0-0-0 5-8-2 10-0-0149-14 20-0-0 22-0-0
2-0-0 5-8-2 4-3-14 4-3-14 - 5-8-2 2-0-0
Scale= 1.42.
50 =
4
2.00 rf2
0-0-0
buss
buss type
Baty
My
I.lob
OTRHC0039013
S1
(SCISSORS
I7
1
vest MFG, Eau Claire, WI 54703 7.250 s May 11 2011 MiTek Indusines, Inc. Fri Sep 23 09:56:28 2011 Page 1
ID: bhlTb_6SACRm4NzcCE76W Pyagk_-NSMBH Eva PTSyVOaYLInNRc6AO.1Z9kSaKmABYgGyaoPr
-2-0-0 0-0-0 5-8-2 10-0-0149-14 20-0-0 22-0-0
2-0-0 5-8-2 4-3-14 4-3-14 - 5-8-2 2-0-0
Scale= 1.42.
50 =
4
2.00 rf2
0-0-0
10-0-0
10-0-0
20-0-0
10-0-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in (bc) 1/deft Ud
PLATES GRIP
TCLL(roof) 30.0
Plates Increase 1.15
TC 0.71
Vert(LL)
-0.39 8 X604 240
MT20 197/144
Snow (Ps/Pg) 27.7/40.0
Lumber Increase 1.15
BC 0.86
Vert(TL)
-0.86 '6-8 a276 180
TCDL 10-0
Rep Stress Iner YES
WB 0.88
Horz(TL)
-
0.40 6 n/a n/a
BCLL 0.0
Code IRC2009/TP12007
(Matrix)
Weight: 61 Ib FT = 0
BCDL 10.0
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1-5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 3 SPF Stud
MiTek recommends that Stabilizers and required cross
bracingbe installed during truss erection, in accordance
with Stabilizer Installation guide.
REACTIONS (lb/size) 2=1102/0-3-8 (min- 0-1-12), 6=1102/0-3-8 (min- 0-1-12)
Max Herz 2= 50(LC 8)
Max Uplift2=-155(LC 9), 6=-155(LC 10)
Max Grav2=1 157(LC 2), 6=1157(LC 2)
FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-3883/467, 3-9=3758/468, 3-4=-3062/243, 4-5=-3062/243,
5-1O=3758/4 68, 6-10= 3883/467
BOT CHORD 2-8=-374/3658,6-8=374/3658
WEBS 4-8=5/1 467, 3-8=-926/255, 5-8=-926/255
JOINT STRESS INDEX
2 = 0.71, 3 = 0.53, 4 = 0.77, 5 = 0.53, 6 = 0.71 and 8 = 0.99
NOTES (12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; 11=2511; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone
and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
MWFRS for reactions shown; Lumber DOL=1-60 plate grip DOL=1.60
3) TOLL: ASCE 7-05; Pr=30.0 psf.(roof live load: Lumber D0L=1-15 Plate DOL=1.15); Pg=40.0 psf (ground snow); Ps=27.7
psf (roof snow: Lumber DOL=1.15 Plate D0L=1.15); Category II; Exp B; Fully Exp.; Ct=1.1
4) Roof design snow load has been reduced to account for slope.
Confinurui on vane 7
Job Iruss truss lype uty I MY
QTRHC0039013 S1 SCISSORS 7
IVII L ivir u, gnu vial c, vri —VQ
ID:bhlTb_6SACRm4NzcCE76W Pyagk_-NS MBH Ev3PTSyVOaYLIn NRc6AO,1Z9kSaKmABYgCyaoPr
NOTES (12)
5) Unbalanced snow loads have been considered for this design_
6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 27.7 psf on overhangs non-concurrentwith other live loads.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
9) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=155, 6=155.
11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
d On
/mss I truss Type city riy
_C0370050 T3DE CABLE 1 1
Job Reference (optional)
lest Manuiaciuring, HOLIDAY CFFY, OH 7.400 s Dec 26 2012 MiTek Industries, Inc. Fn Jun 20 16:41:58 2014 Page 1
ID.YmuvM9L1VUsXUZdJOe7kCTz9i5i-rSi12DNLmV105KuzXO7wdBxlll W11sHwUgk3Lz4KbIS
0-D-0 6-0-0 B-0-0 10-0-0 12-0-0 140-0 20-0-0
6-0-0 2-0-0 2.0-0 20-0 1 M-0 1__ 6-0-0
Scale= 1:34.:
4x4 =
4
REACTIONS All bearings 20-0-0.
((b) - Max Holz I =30([_C 8)
Max Uplift All uplift 100 lborless atjoint(s) 1, 7, 12, 13, 10, 8
Max Grav All reactions 250 Ib or less at joint(s) 12, 10 except 1=251(LC
2),7=251 (LC 2), 11=327(1_0 2), 13=-699(LC 3), 8=699(LC 4)
FORCES (lb) - Max. Comp -/Max_ Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-11=251/26,2-13=5371135,6-8=-537/135
JOINT STRESS INDEX
1=0.97,2=0.61,3=0.61,4=0.92,5=0.61,6=0.61,7=0.97,8=0.59,9=098,10=0.59,11=0.59,12=0.59 and 13=059
NOTES (14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; Cal. II; Exp 8; enclosed; IvIWFRS (low-riso) gable end zone
and C-0 Exlerior(2) zone; cantilever left and right exposed ; end vertical left and right expused,C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard
Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) TCLL: ASCE 7-05; Pr -42_0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1-15); Pg=60 0 psf (ground snow), Ps=41.6
psf (roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category 11; Exp B; Fully Exp.; Ct=1-1
Conlinued on nane 2
o
'
3X6
13
12
11 10
9 8 3x6
3X4 =
0-0-0
6-0-0
B-0-0
10-0-0 12-0-0 140-0 20-0-0
1 6-0-0
2-0-D
2-0-0
2-0-0
2-0-0 6-0-0
Plate Offsels X 9 0-1 11 0-1 8
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc) I/deft Ud
PLATES GRIP
TCLL(roof) 42-0
Plates Increase
1.15
TC
0.50
Vert(LL)
nla n/a 999
MT20 197/144
Snow (Ps/Pg) 41.6/60.0
Lumber Increase
1.15
BC
0.26
Vert(TL)
n/a n/a 999
TCDL 7.0
Rep Stress Incr
YES
WB
0.12
Horz(TL)
0.00 7 n/a n/a
BCLL 0.0
Code IRC2006/TP12002
(Matrix)
Weight_ 56 Ib FT = 0
BCDL 10.0
LUMBER
BRACING
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF No -2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc braCing-
OTHERS 2x4 SPF Stud
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installationguide-
REACTIONS All bearings 20-0-0.
((b) - Max Holz I =30([_C 8)
Max Uplift All uplift 100 lborless atjoint(s) 1, 7, 12, 13, 10, 8
Max Grav All reactions 250 Ib or less at joint(s) 12, 10 except 1=251(LC
2),7=251 (LC 2), 11=327(1_0 2), 13=-699(LC 3), 8=699(LC 4)
FORCES (lb) - Max. Comp -/Max_ Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-11=251/26,2-13=5371135,6-8=-537/135
JOINT STRESS INDEX
1=0.97,2=0.61,3=0.61,4=0.92,5=0.61,6=0.61,7=0.97,8=0.59,9=098,10=0.59,11=0.59,12=0.59 and 13=059
NOTES (14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; Cal. II; Exp 8; enclosed; IvIWFRS (low-riso) gable end zone
and C-0 Exlerior(2) zone; cantilever left and right exposed ; end vertical left and right expused,C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard
Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) TCLL: ASCE 7-05; Pr -42_0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1-15); Pg=60 0 psf (ground snow), Ps=41.6
psf (roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category 11; Exp B; Fully Exp.; Ct=1-1
Conlinued on nane 2
1j On ,Mss
truss ype city rIy
OTREC0370050 �T313E GABLE I1
rniawest manutactunng, HULIUAY U I Y, UH 7.400 s Uec 26 2012 Mi I ek Industries, Inc. Fn Jun 20 16:41:58 2014 P<
NOTES (14) I0:YmuvM9L1VUsXUZdJOa7kCTz9i5i-rSi12DNLmV105KuzX07wd6xlll Mh1sHwU9k3Lz
5) Roof design snow load has been reduced to account for slope.
6) Unbalanced snow loads have been considered for this design.
7) All plates are 1.5x4 MT20 unless otherwise indicated_
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads.
11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 12, 13, 10, a.
13) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 .1 and R302102 and referenced standard ANSVTP1 1 _
LOAD CASE(S) Standard
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1 u e t
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