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Job
603216-08
Truss JTruss
Al GE
Type
GABLE
Qty
PIY
1
- - --
MOUNTS RES.
V -W = -77/67
W -X = -124/72
X -Y = -207/82
Job Reference
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
P -Q = -73/233
Q -R = -76/283
R -S = -76/216
S -T = -77/147
T -U = -76/94
U -V = -79/61
V -W = -77/67
W -X = -124/72
X -Y = -207/82
BOT CHORD
A -AV = -66/201
AU -AV = -66/201
AT -AU = -66/201
AS -AT = -66/201
AR -AS = -66/201
AQ -AR= -65/202
AP -AQ= -65/202
AO -AP= -65/202
AN -A0= -65/202
AM -AN= -65/202
AL -AM = -65/202
AK -AL = -65/202
AJ -AK = -65/202
AI -AJ = -65/202
AH -AI = -65/202
AG -AH= -65/202
AF -AG = -65/202
AE -AF = -65/202
AD -AE = -65/202
AC -AD = -65/201
AS -AC = -65/201
AA -AB = -65/201
Z -AA = -65/201
Y -Z = -65/201
WEBS
M -AK = -168/81
L -AL = -169/86
K -AM = -170/79
I -AN = -155/56
H -AP = -168/104
G -AQ = -173/108
F -AR = -167/103
E -AS = -162/100
D -AT = -172/106
C -AU = -157/97
B -AV = -206/128
N -AJ = -169/86
O -AI = -170/81
Q -AH = -156/3
R -AF = -168/104
S -AE = -173/109
T -AD = -167/103
U -AC = -162/100
V -AB = -172/106
W -AA = -157/97
X -Z = -206/128
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "Standard
Gable End Detail"
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) All plates are 1.5x4 M1120 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 cc.
9) Provide mechanical connection (by others) of truss to bearing plate
capable of withstanding 108 Ib uplift at joint A, 64 Ib uplift at joint AK,
69 Ib uplift at joint AL, 62 Ib uplift at joint AM, 39 Ib uplift at joint AN,
87 Ib uplift at joint AP, 91 Ib uplift at joint AQ, 86 Ib uplift at joint AR,
83 lb uplift at joint AS, 90 Ib uplift at joint AT, 78 Ib uplift at joint AU,
120 Ib uplift at joint AV, 69 Ib uplift at joint AJ, 65 Ib uplift at joint Al, 87
Ib uplift at joint AF, 92 Ib uplift at joint AE, 86 Ib uplift at joint AD, 83 Ib
uplift at joint AC, 90 Ib uplift at joint AS, 78 Ib uplift at joint AA, 119 lb
uplift at joint Z and 22 Ib uplift at joint Y.
10) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11,1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S)
Standard
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31 13:48:17 2008 Page 2
Job
Truss
Truss Type
Qty
Pb
MOUNTS RES.
603216-08
A2
ROOF TRUSS
7
1
Jab Reference (optional}
+,•� �•-� , �,+^, ,�+ ^����, ,��+, — , ^ , —1— rmou s on a ZVV8 IVII I eK Incusines, Inc. Mon Nlar J1 1J$Ad:1tl 2UUS Page 1
5-6-12 11-1-9 16-8-5 22-6-0 28-3-11 33-10-7 39-5-4 45-0-0
5-6-12 5-6-12 5-6-12 5-9-11 5-9-11 5-6-12 5-6-12 5-6-12
6x8 M1120
6x8 M1120-�
1.5x4 M112011
5x10 M1120 P O N M L K J 5x10 M1120z�-
3x4 M1120= 3x6 M1120= 3x8 M1120= 3x4 M1120= 3x4 M112C=
3x4 M1120= 3x6 MI120=
f----
8-4-3 16-8-5 22-6-0 28-3-11 36-7-13 45-0-0
8-4-3 8-4-3 5-9-11 5-9-11 8-4-3 8-4-3
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.24 M >999 360 M1120 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.43 N -P >999 240
BCL- 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.19 1 n/a n/a
BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.12 N >999 240 Weight; 224 lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD 5) Refer to girder(s) for truss to truss connections.
BOT CHORD 2 X 4 SPF 165OF 1.5E D -E = -2211/550 E -F = -2211/550 6) Provide mechanical connection (by others) of truss to bearing
WEBS 2 X 4 SPF Stud/Std F -G = -2611/598 G -H = -3278/696 plate capable of withstanding 426 lb uplift at joint A and 426 Ib uplift
BRACING H-1 = -3556/685 at joint I.
TOP CHORD BOT CHORD 7) This truss is designed in accordance with the 2006 International
Structural wood sheathing directly applied or 3-3-11 oc purlins. A -P = -622/2835 O -P = -510/2466 Residential Code sections R502.11.1 and R802.10.2 and
BOT CHORD N -O = -51012486 M -N = -405/2071
referenced standard ANSI/TPI 1.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except: L -M = -254/2071 K -L = -295/2466
8-11-7 oc bracing: A -P. J -K = -295/2466 I -J = -480/2835 LOAD CASE(S)
WEBS WEBS Standard
1 Row at midpt C -N, E -M, G -L B -P =-360/233 C -P =-125/452
C -N = -658/324 D -N = -191/619
REACTIONS (Ib/size) D -M = -286/569 E -M = -500/258
A = 2193/Mechanical F -M = -286/569 F -L = -191/619
1 = 2193/Mechanical G -L = -658/324 G -J = -125/452
Max Harz H -J = -360/233
A = 351(LC 4)
Max Uplift NOTES
A = 426(LC 5) 1) Unbalanced roof live loads have been considered for this design.
I =-426(LC 6) 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
FORCES (lb) - Maximum Compression/Maximum Tension cantilever left and right exposed; Lumber DOL=1.33 plate grip
TOP CHORD v DOL=1.33.
A -B = -3556/685 B -C = -3278/696 3) Provide adequate drainage to prevent water ponding.
C -D = -2611/598 4) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
Scale = 1:82.5
Job
Truss
Truss Type
Qty
PIY
MOUNTS RES.
603216-08
A3
ROOF TRUSS
3
1
Lumber Increase 1.15
cont niocr nnnun oni i c� innun oei IQ
in nye no
B =
BCLL 0.0
Rep Stress Incr YES
Job Reference (notional)
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31 13:48:18 2008 Page 1
2-0-0 5-6-12 12-2-12 16-8-5 22-6-0 28-3-11 1 32-9-4 39-5-4 45-0-0 47-0-0
2-0-0 5-6-12 6-8-0 4-5-9 5-9-11 5-9-11 4-5-9 6-8-0 5-6-12 2-0-0
5x8 M1120=
5x8 M1120=
8.n0 (17
1.5x4 MI 120 1
_
3x4 M1120= 1.5x4 M112011 3x6 M1120= 3x8 M1120= 3x4 M1120= 3x6 Mll20= 3x4 M1120 11
3x4 M1120=
3x6 M1120=
8-4-3 12-0-0 16-8-5 22-6-0 28-3-11 36-7-13 40-0-0 45.0-0
8-4-3 3-7-13 4-8-5 5-9-11 5-9-11 8-4-3 3-4-3 5-0-0
Scale = 1:64.9
LOADING (psf)
SPACING 2.0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.69
Vert(LL) -0.11 B -T >999 360
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.35
Vert(TL) -024 M-0 >999 240
B =
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(TL) 0.03 L n/a n/a
-674(LC 6)
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Wind(LL) 0.03 P >999 240
Weight: 245 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: L-M,J-L.
WEBS
1 Row at midpt
E -Q, F -P, G -P, G -O, H -M, D -S
REACTIONS (Ib/size)
= 0/95
B =
824/0-1-8
S =
1789/0-5-8
L =
2146/0.5-8
Max Horz
= -737/317
B =
357(LC 4)
Max Uplift
= -967/325
B =
-221(LC 5)
S =
-387(LC 5)
L =
-674(LC 6)
Max Grav
= -157/193
B =
840(LC 9)
Max Grav
S = 1789(LC 1)
L = 2146(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B
= 0/95
B -C
= -824/177
C -D
= -538/197
D -E
= -681/271
E -F
= -737/317
F -G
= -737/317
G -H
= -967/325
H-1
= -446/162
I -J
= -413/860
J -K
= 0/95
BOT CHORD
= -157/193
H -M
B -T
= -240/589
S -T
= -107/274
R -S
= -103/276
Q -R
= -103/276
P -Q
= -154/459
O -P
= -101/707
N-0
= -25/653
M -N
= -25/653
L -M
= -595/478
J -L
= -595/478
WEBS
C -T
= -445/259
D -T
= -142/479
D -Q
= -105/791
E -Q
= -617/140
E -P
= -211/626
F -P
= -530/261
G -P
= -179/188
G-0
= -58/198
H-0
= -157/193
H -M
= -991/289
I -M
= -245/1285
D -S
= -1725/398
-L
= -2090/627
WEBS
C -T
= -445/259
D -T
= -142/479
D -Q
= -105/791
E -Q
= -617/140 LOAD CASE(S)
E -P
= -211/626
F -P
= -530/261 Standard
G -P
= -1791188
G-0
= -58/198
H -O
= -157/193
H -M
= -991/289
I -M
= -245/1285
D -S
= -1725/398
I -L
= -2090/627
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing
plate atjoint(s) B.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 221 Ib uplift at joint B, 387 Ib uplift at
joint S and 674 Ib uplift at joint L.
7) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802,10.2 and
referenced standard ANSIffPI 1.
Job
Truss
Truss Type
Qty
Ply
MOUNTS RES.
603216-08
A4
ROOF TRUSS
6
1
Rep Stress Incr
BCDL 7.0
= -811/161
Code IRC2006
LUMBER
D -E
Job Reference (optional)
niviu vv=a i tvrnv rr+ Lo), lu env rm�, w —w4
-2-0-01 5-6-12 12-2-12 16-8-5 22-6-0
2-0-0 5-6-12 6-8-0 4-5-9 5-9-11
lI
0
r.vov s can o zuvo ivu i eK incusmes, inc. mon mar si .i a:go:i a zuuo rage i
?8-3-11 32-9-4 39-5-4 45-0-0 47-0-C
5-9-11 4-5-9 6-8-0 5-6-12 2-0-0
5x8 M1120=
5x8 M1120�
1.5x4 M1120 11
u nn r77
8-4-3
8-4-3
LOADING (psf)
SPACING
TCLL 35.0
=
Plates Increase
TCDL 7.0
TOP CHORD
Lumber Increas
BCLL 0.0
A -B
Rep Stress Incr
BCDL 7.0
= -811/161
Code IRC2006
LUMBER
D -E
TOP CHORD 2 X 4 SPF 165OF 1.5E
E -F
BOT CHORD 2 X 4 SPF 165OF 1.5E
F -G
WEBS 2 X 4 SPF Stud/Std
G -H
BRACING
H-1
TOP CHORD
I -J
Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOTCHORD
= 0/95
Rigid ceiling directly applied or 10-0-0 cc
bracing, Except:
6-0-0 cc bracing: L-M,J-L.
B -T
WEBS
S -T
1 Row at midpt
E-0, F -P, G-0, H -
REACTIONS (Ib/size)
Q -R
B = 799/0-1-8
P -Q
S = 1744/0-5-8
O -P
L = 2216/0-5-8
N-0
Max Horz
M -N
B = 357(LC 4)
L -M
Max Uplift
J -L
B =-219(LC 5)
WEBS
S =-379(LC 5)
L =-719(LC 6)
C -T
Max Grav
D -T
B = 832(LC 9)
D -Q
S = 1744(LC 1)
E -Q
3x4 M1120= 1.5x4 M112011 3x6 M1120= 3X8 M1120= 3x4 M1120= 5x6 M1120=
3x4 M1120= 3X6 M1120= 3x4 M112011
12-0-0 16-8-5 22-6-0
3-7-13 4-8-5 5-9-11
2-0-0 CSI
1.15 TC 0.61
e 1.15 BC 0.34
YES WB 0.89
ffP12002 (Matrix)
Max Grav
L
=
2216(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B
= 0/95
B -C
= -811/161
C -D
= -524/181
D -E
= -625/260
E -F
= -645/304
F -G
= -645/304
G -H
= -807/300
H-1
= -193/251
I -J
= -447/958
J -K
= 0/95
M, D -S BOT CHORD
B -T
= -237/577
S -T
= -104/288
R -S
= -101/290
Q -R
= -101/290
P -Q
= -151/414
O -P
= -97/581
N-0
= -20/429
M -N
= -20/429
L -M
= -666/523
J -L
= -666/523
WEBS
C -T
= -446/259
D -T
= -142/480
D -Q
= -105/754
E -Q
= -584/140
E -P
= -198/547
F -P
= -529/262
G -P
= -182/223
G -O
= -157/200
H-0
= -160/309
H -M
= -1252/351
I -M
= -235/1311
D -S
= -1681/391
I -L
= -2112/613
28-3-11 36-7-13 39.0-(
5-9-11 8-4-3 2-4-3
DEFL in (loo) I/defl Lld PLATES GRIP
Vert(LL) -0.11 B -T >999 360 M1120 197/144
Vert(TL) -0.23 B -T >627 240
Horz(TQ 0.02 L n/a n/a
Wind(LL) 0.03 P >999 240 Weight: 246 lb
NOTES
1) Unbalanced roof live loads have been considered far this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL --1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing
plate at joint(s) B.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 219 Ib uplift at joint B, 379 Ib uplift at
joint S and 719 Ib uplift at joint L.
7) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
6-0-0
Scale = 1:64.9
Jab
Truss
Truss Type
Qiy
Ply
MOUNTS RES.
B03216-08
M
ROOF TRUSS
12
1
BOTCHORD
_..>...___ .._ ..._ _... .. .. _..
— -----
— _.
= -590/1495
_
Job Reference (optional)
I�
0
-- aan � -- iw i on a iuusu ins, 11- muu IV— O, 10:40; Ie [VVa rage �i
2-0-0 1 5-6-12 11-1-9 16-8-5 22-6-0 27-2-8
2-0-0 5-6-12 5-6-12 5-6-12 5-9-11 4-8-8
6x8 M112oo
e — r, E
3x4 M1120= 1.5x4 M112011
F G
LOADING (psf) SPACING 2.0-0
TCLL 35.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr YES
BCDL 7.0 Code IRC2006/TPI2002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-7 oc purlins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-3-0 oc bracing.
WEBS
1 Row at midpt D -J, E-1, G -H, F -H
REACTIONS (Ib/size)
B = 1517/0-5-8
H = 1306/Mechanical
Max Horz
B = 545(LC 5)
Max Uplift
B =-333(LC 5)
H =-318(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/9? B -C = -1953/266
C -D = -1679/280
3x4 M1120= 3x4 M1120-= 3x4 M1120= 3x4 M1120=
3x4 M1120=
8-4-3 +_ 16-8-5 22-6-0 27-2-8
8-4-3 8-4-3 5-9-11 4-8-8
CSI
TC 0.42
BC 0.43
WB 0.97
(Matrix)
TOP CHORD
D -E
= -1044/210
E -F
=-4621120
F -G
= -7/1
G -H
= -153/67
BOTCHORD
B -L
= -590/1495
K -L
=-430/1152
J -K
=-430/1152
I -J
= -241/767
H-1
= -120/462
WEBS
C -L
= -332/211
D -L
= -90/408
D -J
= .638/310
E -J
= -185/609
E-1
= -662/263
F -I
= -189/648
F -H
= -1208/315
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 333 Ib uplift at joint B and 318 Ib uplift
at joint H.
DEFL in (loc) I/deft Ud PLATES GRIP
Vert(LL) -0.10 J -L >999 360 M1120 197/144
Vert(TL) -0.23 J -L >999 240
Horz(TL) 0.05 H n/a n/a
Wind(LL) 0.06 J -L >999 240 Weight: 158 lb
6) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
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603216-08 6GE GABLE "I
Job Reference(o tional
i.USU s Jan s YUUB Mrfek Industries, Inc. Mon Mar 31 13:48:202008 Page 2
NOTES
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf;
Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "Standard
Gable End Detail'
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) All plates are 1.5x4 M1120 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate
capable of withstanding 37 Ib uplift at joint B, 64 Ib uplift at joint U, 65
Ib uplift at joint V, 68 Ib uplift at joint W, 61 Ib uplift at joint X, 90 lb
uplift at joint Z, 89 Ib uplift at joint AA, 86 Ib uplift at joint AS, 85 lb
uplift at joint AC, 81 Ib uplift at joint AD, 114 Ib uplift at joint AE, 36 Ib
uplift at joint AF, 70 Ib uplift at joint T, 34 Ib uplift at joint S and 14 Ib
uplift at joint R.
10) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
pry
PIY
MOUNTS RES.
BQ3216-08
B T GE
GABLE
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—__— L____—
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Job Reference (optional) _
.vav s ami o cvvo Nn i m mausines, Inc. Neon Mar :il 13:48:20 2008 Page 2
NOTES
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "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) Al plates are 1.5x4 MI120 unless otherwise Indicated.
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 120 Ib uplift at joint B, 79 Ib uplift at joint V,
105 Ib uplift atjoint W, 88 lb uplift at joint X, 127 Ib uplift at joint Y, 41
Ib uplift at joint 2, 74 Ib uplift at joint T, 107 Ib uplift atjoint S, 87 Ib
uplift at joint R, 127 Ib uplift at joint Q, 39 Ib uplift at joint P and 113 Ib
uplift at joint N.
9) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job
....._ ...-_ �._. .. _
Truss
Truss Type
DEFL
Ply
MOUNTS RES.
603216-08
C1
PIGGYBACK ATTIC
6
1
TC 0.42
Vert(LL)
-0.28
O -Q
>999
360
Job Reference (optional)
— 11 .-,....- .....-„ ._ I.VVV s dull o 4-0 IVII I UK IIIDU5VlU S, Inc. IVIOn Mar 3'I 1J:4ts:zl zuvo rage 1
2-0-0 4-10-5 8-5-3 12-1-12 1 14-9-13 1 24-2-3 4 26-10-4 i 30-6-13 34-1-11 39-0-0 41-0-0
2-0-0 4-10-5 3-6-13 3-8-9 2-8-1 9-4-5 2-8-1 3-8-9 3-6-13 4-10-5 2-0-0
6x8 M1120
6x8 M1120,�
1.5x4 M1120 11
_._ H
Vn IV IVII IGV — V..Q IYII ILV �
6-7-12 12-1-12 26-10-4 32-4-4 39-0-0
6-7-12 5-6-0 14-8-8 5-6-0 6-7-12
Scale = 1:59.4
LOADING (psf)
SPACING 2.0-0
CSI
DEFL
in
(loo)
Udefl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.42
Vert(LL)
-0.28
O -Q
>999
360
M1120 187/144
TCDL 7,0
Lumber Increase 1.15
BC 0.36
Vert(TL)
-0.43
O -Q
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(TL)
0.05
L
n/a
n/a
= -19/3010
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Wind(LL)
0.12
Q
>999
240
Weight: 363 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 1.5 X 11-7/8 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-4-5 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt S -T, S -U
JOINTS
1 Brace at Jt(s): S, T, U
REACTIONS (Ib/size)
B =
2892/0-5-8
L =
2892!0-5-8
Max Horz
D -E
B =
-349(LC 3)
Max Uplift
H-1
B =
-353(LC 5)
L =
-353(LC 6)
TOP CHORD
B -C
= -3964/269
C -D
= -3780/308
D -E
= -3864/253
E -F
= -1167/288
H-1
= -1167/288
I -J
= -3864/253
J -K
= -3780/310
K -L
= -3964/271
L -M
= 0/122
F -G
= -1348/418
G -H
= -1348/418
BOT CHORD
B -R
= -314/3114
Q -R
= -180/3041
P -Q
= -19/3010
O -P
= -19/3010
N-0
= 0/3041
L -N
= -60/3114
WEBS
E -Q
= 0/1416
1.0
= 0/1416
E -T
= -2119/151
S -T
= -2109/152
S -U
= -2109/151
1-U
= -2119/150
D -Q
= -266/407
D -R
= -721/238
C-R
= -330/181
J-0
= -266/407
J -N
= -721/242
K -N
= -330/181
F -S
= -248/556
F -T
= 0/128
G -S
= -390/204
H -S
= -248/556
H -U
= 0/128
FORCES (lb) - Maximum Compression/Maximum Tension NOTES
TOP CHORD` 1) Unbalanced roof live loads have been considered for this design.
A -B = 01122
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
5) Ceiling dead load (5.0 psf) on member(s). E -T, S -T, S -U, 1-U
6) Bottom chord live load (40.0 psf) and additional bottom chord
dead load (10.0 psf) applied only to room. O -Q
7) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 353 Ib uplift at joint B and 353 lb uplift
at joint L.
8) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI1TPI 1,
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Qty
Ply
MOUNTS RES.
B03216-08 �C2-GD
= -11469/793
PIGGYBACK ATTIC
2
2
Job Reference (optional)
t3Mv vets i puHmv rALLa), ILJAMV rALLZI, w osvuz
2-0-0
4-10-5
I-V SJtl11 Q4-0 IVII I UK I11C1UMIMU, IM. IVIUII VIU1 J1 1JAD;4L GVVG rayu 1
8-5-3 12-1-12 , 14-9-13 24-2-3 26-10-4 , 30-6-13 , 34-1-11 39-0-0 41-0-0,
3-6-13 3-8-9 2-8-1 9-4-5 2-8-1 3-8-9 3-6-13 4-10-5 2-0-0
5x10 M1120 Scale = 1:62.7
5x10 i
1.5x4 M112011
u
SNP3 12x12 M1120= 12x12 M1120= 8x12 M1120= 12x12 M1120= 12x12 M1120=
Si
6-7-12
2-1-12 26-10-4
5-6-0 14-8-8
32-4-4 39-0-0
5-6-0 6-7-12
LOADING (psf) SPACING 5.0-0 CSIDEFL in (loc) I/deft Lld PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.55 O -Q >834 360 M1120 187/144
TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.72 O -Q >643 240
BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.08 L n/a n/a
BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.21 Q >999 240 Weight: 753 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* Max Horz
T1 2 X 4 SPF 240OF 2.01 T1 2 X 4 SPF 240OF 2.0E B =-872(LC 3)
BOT CHORD 1.5X 11-7/8 LSI -Truss Grade Max Uplift
WEBS 2 X 4 SPF Stud/Std *Except* B =-1490(LC 5)
W4 2 X 4 SPF 165OF 1.5E, W4 2 X 4 SPF 1650E 1.5E L =-946(LC 6)
W1 2 X 6 DF 180OF 1.6E
BRACING
TOP CHORD
3-1-2 oc bracing
(Switched from sheeted: Spacing > 2-0-0). Except:
3-1-0 oc bracing: B -F
3-10-0 oc bracing: H -L
6-0-0 oc bracing: F -H
10-0-0 oc bracing: A -B
10-0-0 oc bracing: L -M
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace qt Jt(s): F, H, S, T, U
REACTIONS (Ib/size)
B = 11645/0.5-8
L = 7852105-8
Max Horz
B 872(LC 3)
Continued on page 2
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B
= 0/304
B -C
= -15081/1287
C -D
= -14028/1247
D -V
= -11469/793
E -V
= -11086/815
E -F
= -2747/770
H-1
= -2695/759
I -J
= -11334/808
J -K
= -10406/873
K -L
= -10861/772
L -M
= 0/304
F -G
= -3068/1050
G -H
= -3068/1050
BOT CHORD
B -R
= -1377/11650
Q -R
= -798/10170
P -Q
= -229/8907
O -P
= -229/8907
N -O
= -96/8633
L -N
= -227/8562
WEBS
E -Q
= -98/4657
1-0
= -82/4480
E -T
= -6758/515
S -T
= -6735/517
S -U
= -6884/531
I -U
= -6908/529
D -Q
= -2924/1084
D -R
= -1188/3307
C-R
= -1545/630
WEBS
J-0 = -597/1708 J -N = -2820/759
K -N = -886/462 F -S = -573/1147
F -T = 0/323 G -S = -998/507
H -S = -59411309 H -U = 0/330
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3") nails
as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-7-0 oc.
Bottom chords connected as follows: 1.5 X 11.88 - 3 rows at 0-9-0
oc.
Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc, 2 X 6- 2
rows 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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
I$ I
7) Ceiling dead load (5.01 on membeni E -T, S -T, S -U, I -U
8) Bottom chord live load (40.0 psf) and additional bottom chord
dead load (10.0 psf) applied only to room. 0-Q
9) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 1490 Ib uplift atjoint B and 946 lb
uplift at joint L.
10) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802,10.2 and
referenced standard ANSI/TPI 1.
11) Load case(s) 1, 9, 10, 11 has/have been modified. Building
designer must review loads to verify that they are correct for the
intended use of this truss.
12) Use USP SNP3 (With Bd x 1-1/2" nails into Girder & 8d x 1-1/2"
nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at
0.2.12 from the left end to 11-10-4 to connect trusses) ??? (1 ply 2
X 6 Si to front face of bottom chord.
13) Fill all nail holes where hanger is In contact with lumber.
14) SNP3: A minimum of (6) 8d x 1-1/2" nails are required into
each member. All nailing is required In face of supported chords.
For sloped applications, flanges may protrude above or below truss
affords. Bending of extended flanges is permitted.
15) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 328 Ib down and 108 Ib
up at 0-0-12 on top chord, The desigrdselection of such
connection device(s) is the responsibility of others.
NOTES
16) Special hanger(s) or other connection device(s) shall be provided
starting at 2-0-0 from the left end to 10-0-0 sufficient to connect
truss(es) ??? (1 ply 2 X 6 SPF) to front face of top chord. The
design/selection of such special connection device(s) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plo
Vert: B -Q= -285(F=-250), O -Q=-285, L-0=-35, A -B=-210, F -V=-210
, H -M=-210, F -H=-210, E -I=-25
Concentrated Loads (lb)
Vert: B= -328(F)
Trapezoidal Loads (plf)
Vert: B= -531(F= -321) -to -V=-210
9) Attic Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: B -Q= -249(F=-214), O -Q=-285, L-0=-35, A -B=-35, F -V=-35,
H -M=-35, F -H=-35, E -I=-25
Concentrated Loads (lb)
Vert: 8=-94(F)
Trapezoidal Loads (plf)
Vert: B= -127(F= -92) -to -V=-35
10) tat unbalanced Regular: Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (plf)
Vert: B -Q= -285(F=-250), 0-0=-285, L -C=-35, A -B=-210,
F -V=-210, H -M=-35, F -H=-210, E -I=-25
Concentrated Loads (lb)
Vert: B= -328(F)
Trapezoidal Loads (plf)
Vert: B= -531(F= -321) -to -V=-210
11) 2nd unbalanced Regular: Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (plf)
Vert: B -Q= -285(F=-250), 0-0=-285, L-0=-35, A -B=-35, F -V=-35,
H -M=-210, F -H=-210, E -I=-25
Concentrated Loads (lb)
Vert: B= -328(F)
Trapezoidal Loads (plf)
Vert: B= -356(F= -321)4o -V=-35
Job
Truss
Truss Type
Qty
Ply
MOUNTS RES.
B03216-08
C3 -GD
PIGGYBACK ATTIC
2
Z
Job Reference (optional)
CMG Wt6I (VANU I -ALL,)), IUANU PALLO, IV -V4 l. -V 5 J-1 J LVVo IVII IUK InVU5fIUb, 111C. IVIVn Mar 0 -13:40:ZJ ZVUo raga .i
-2-0-0 4-10-5 8-5-3 1 12-1-12 14-9-13 +_ 24-2-3 _ _ 26-10-4 , 30-6-13 34-1-11 39-0-0 T -0-0;
2-0-0 4-10-5 3-6-13 3-8-9 2-8-1 9-4-5 2-8-1 3-8-9 3-6-13 4-10-5 2-0-0
Scale = 1:59.7
5x10 MI120
5x10 M1120�
1.5x4 M 1120 1!
6-7-12
oxo MII"- ox IV IVIIIZU- CA IV IVIIIZV- UK IV IVIIIZV- oXo IVIIIZV-
12-1-1
5-6-0
14-8-8
32-4-4 39-0-0
5-6-0 6-7-12
LOADING (psf) SPACING 3-6-0 CSIDEFL in (loc) Il L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.24 O -Q >999 360 M1120 187/144
TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.35 O -Q >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.05 L n/a n/a
BCDL 7.0 Code IRC2006ITP12002 (Matrix) Wind(LL) 0.10 Q >999 240 Weigh: 753Ill
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 1.5 X 11-7/8 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std `Except*
W1 2 X 6 DF 180OF 1.6E
BRACING
TOP CHORD
5-6-15 oc bracing
(Switched from sheeted: Spacing > 2-0-0). Except:
5-7.0 oc bracing: B -F, H -L
6-0-0 oc bracing: F -H
10-0-0 oc bracing: A -B, L -M
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Jt(s): F, H, S, T, U
REACTIONS (Ill
= 0/213
B =
5061/0.5.8
L -
5061/0-5-8
Max Horz
= -6765/445
B =
-610(LC 3)
Max Uplift
= -1898/533
B =
-617(LC 5)
L =
-617(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B
= 0/213
B -C
= -6934/470
C -D
= -6612/541
D -E
= -6765/445
E -F
= -1898/533
H-1
= -1898/533
I -J
= -6765/445
J -K
= -6612/544
K -L
= -6934/474
L -M
= 0/213+
F -G
= -2153/736
G -H
= -2153/736
BOT CHORD
B -R
= -550/5448
Q -R
= -307/5323
P -Q
= -32/5277
O -P
= -3215277
N -O
= 0/5323
L -N
= -106/5448
WEBS
Il
= 0/2482
1.0
= 0/2482
E -T
= -3842/268
S -T
= -3827/270
S -U
= -3827/270
I -U
= -3842/268
D -Q
=-452/723
D -R
= -1276/417
C-R
= -590/323
J-0
=-452/723
J -N
= -1276/423
K -N
= -590/323
F -S
=-411/885
F -T
= 0/211
G -S
= -702/355
H -S
= 411/885
H -U
= 0/211
NOTES
1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails
as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 1.5 X 11.88 - 3 rows at 0-9-0
oc.
Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc, 2 X 6- 2
rows 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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
7) Ceiling dead load (5.0 psf) on member(s). E -T, S -T, S -U, I -U
8) Bottom chord live load (40.0 psf) and additional bottom chord
dead load (10.0 psf) applied only to room. O -Q
9i Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 617 Ib uplift at joint B and 617 Ib uplift
al joint L.
10) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
11) Design assumes 4x2 (flat orientation) purlins at oc spacing
indicated, fastened to truss TC w/ 2-10d nails.
LDAD CASE(S)
Standard
Job Truss Truss Type Qty Ply MOUNTS RES.
603216 08 C4 ROOF TRUSS — 3 -- _ 1 Job Reference (optional)
GSIVIIi VV= 1 (IIJHnv rm—),
-2-0-0 7-2-12 14-5-8
2-0-0 7-2-12 7-2-12
3x4 M1120
Fe,
7-2-12
7-2-12
7-2-12
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d
TCLL 35.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.05 E -F >999 360
TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.11 B -F >999 240
BCLL 0.0 Rep Stress Incr YES WS 0.30 Horz(TL) 0.01 E n/a n/a
BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.03 B -F >999 240
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at micipt D -E, C -E
REACTIONS (Ib/size)
E = 674/0-5-8
B = 901/0-5-8
Max Horz
B = 537(LC 5)
Max Uplift
E 333(LC 5)
B =-133(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/106 B -C = -814/0
C -D = -225/129
TOPCHORD
D -E = -241/165
BOT CHORD
B -F = -248/509 E -F = -249/507
WEBS
C -F = 0/277 C -E = -6211304
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
3) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 333 Ib uplift at joint E and 133 Ib uplift
at joint B.
4) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
19n—
PLATES GRIP
M1120 197/144
Weight: 68 Ib
Scale = 1:54.2
Job
Truss
Truss Type
Qty
Ply
MOUNTS RES.
603216-08
C5GE
GABLE
1
1
Lumber Increase 1.15
BC 0.14
Vert(TL) -0.02 A n/r 120
O =
BCLL 0.0
Rep Stress nor NO
Job Reference (optional)
BiviC VVES (iuAmu t-ALLJ), IOAr u rALLJ, iD 63402
-2-0-0 14-5-8
2-0-0 14-5-8 1
14-5-8
14-5-8
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31 13:48:23 2008 Page 1
Scale = 1:46.1
LOADING (psf)
SPACING 2.0.0
CSI
DEFL in (loc) I/deft L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.39
Vert(LL) 0.00 A n/r 120
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.14
Vert(TL) -0.02 A n/r 120
O =
BCLL 0.0
Rep Stress nor NO
WB 0.23
Horz(TL) 0.00 J n/a n/a
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Weight: 89 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals,
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt I -J, H -K
REACTIONS (Ib/size)
= 0/103
J =
78/14-5-8
B =
371/14-5-8
K =
200/14-5.8
L =
202/14-5-8
M =
196/14-5-8
N -
184/14-5-8
O =
220/14-5-8
P =
127/14-5-8
Max Herz
B = s
537(LC 5)
Max Uplift
1 =
-41 (LC 5)
Max Uplift
= 0/103
B =
-41 (LC 3)
K =
-95(LC 5)
L =
-101(LC 5)
M =
-98(LC 5)
N =
-85(LC 5)
0 =
-128(LC 5)
P =
-41 (LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B
= 0/103
B -C
= -498156
C -D
= -431/50
D -E
= -346(45
E -F
= -272/45
F -G
= -196/52
G -H
= -115/48
H-1
= -55/39
1-J
= -66/45
BOTCHORD
B -P
= -2/3
O -P
= -2/3
N -O
= -2/3
M -N
= -2/3
L -M
= -1/1
K -L
= -1/1
J -K
= -1/1
WEBS
H -K
= -172/115
G -L
= -174/117
F -M
= -1671114
E -N
= -161/106
D -O
= -1761125
WEBS
C -P = -147/89
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only, For
studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
4) All plates are 1.5x4 M1120 unless otherwise indicated,
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 41 Ib uplift at joint J, 41 Ib uplift at
joint B, 95 Ib uplift at joint K, 101 Ib uplift at joint L, 98 Ib uplift at
joint M, 85 Ib uplift at joint N, 128 lb uplift at joint O and 41 Ib uplift
at joint P.
8) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty
Ply
MOUNTS RES.
803216-08
D2 -GD
GABLE
1
2
Job Reference (optional)
BMC WES I (IDAHO FALLS), IUAHU I-ALLJ, w naauz
•2-0-0 5-3-0 10-6-0 15-9-0
2-0-0 5-3-0 5-3-0 5-3-0
5x6 M1120=
D
r.uou s dan u cuvo ivu 1 ere muusmas, inc. mun rviar s i -i o:4o:zo two rage _i
21-0-0 23-0-0
5-3-0 2-0-0
3x6 M112011 Special Special 3x6 M1120 11 3x6 M1120 11 Special
Special Special Special
5-3-0 8-8-12 10-6-0 15-9-0 21-0-0
5-3-0 3-5-12 1-9-4 5-3-0 5-3-0
LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.05 I -J >999 360 M1120 1871144
TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.08 1-J >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.01 F n/a n/a
BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.03 I -J >999 240 Weight: 340 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOTCHORD 2 X 8 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std 'Except"
W3 2 X 4 SPF 165OF 1.5E, W3 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size)
B = 324/1.0-0
J = 9649/3-5-8
K = -744/3-5-8
H = 4084/3-5-8
F = 2266/3-5-8
Max Horz
B =-252(LC 3)
Max Uplift
B =-199(LC 10)
J =-2044(LC 6)
K =-830(LC 10)
H =-836(LC 5)
F =-609(LC 6)
Continued on page 2
Max Uplift
B =
-199(LC 10)
J =
-2044(LC 6)
K =
-830(LC 10)
H =
-836(LC 5)
F =
-609(LC 6)
Max Grav
(LC
J =
9((LC 1)
9M
H =
0184(LC 1)
F =
2271 (LC 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/115
B -C = -168/481
C -D = -171/818
D -E = -131/821
E -F = -2835/576
F -G = 0/109
BOTCHORD
B -L = -365/363
K -L = -365/363
K -AE = -365/363
J -AE = -365/363
J -AF = -368/2180
AF -AG= -368/2180
I -AG = -368/2180
I -AH = -368/2180
H -AH = -368/2180
H -AI = -368/2180
F -AI = -368/2180
BOTCHORD
B -L = -365/363
K -AE = -365/363
J -AF = -368/2180
I -AG = -368/2180
H -AH = -368/2180
F -AI = -368/2180
WEBS
C -L = 0/218
D -J = -1275/242
E -I = -747/3645
K -L = -365/363
J -AE = -365/363
AF -AG = -368/2180
I -AH = -368/2180
H -AI = -368/2180
C -J =-489/195
E -J = -3380/842
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3") nails
as follows:
Top chords connected as follows: 2 X 4. 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8.2 rows at 0-4-0 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) Unbalanced roof live loads have been considered for this design.
Scale = 1:45.7
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
5) Truss designed for wind loads in the plane of the truss only. For
studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail'
6) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
7) All plates are 1.5x4 M1120 unless otherwise indicated.
8) Gable studs spaced at 2-0-0 oc.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 199 Ib uplift at joint B, 2044 lb uplift at
joint J, 830 Ib uplift at joint K, 836 Ib uplift at joint H and 609 Ib uplift
at joint F.
10) This truss Is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
- - --
Job Truss Truss Type QtY Ply MOUNTS RES.
803216 -OS D2 -GD BLE 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
NOTES
11) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 2179 Ib down and 458 Ib up
at 9-6-12, 2179 Ib down and 458 Ib up at 11-6-12, 2179 Ib down and
458 Ib up at 13-6-12, 2179 Ib down and 458 Ib up at 15-6.12, 2179
to down and 458 Ib up at 17-6-12, and 2179 Ib down and 458 Ib up at
19-6-12, and 103 Ib down and 31 Ib up at 21-0-0 on bottom chord.
The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert: A -D=-84, D -G=-84, B -F=-14
Concentrated Loads (lb)
Vert: 1=-2179(B) F= -103(B) AE= -2179(B) AF= -2179(8)
AG= -2179(8) AH= -2179(B) AI= -2179(B)
7.u3u s Jan 3 ;eu 5 Mi I eK Industries, Inc. Mon Mar 31 13:48:25 2008 Page 2
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Job
Truss
Truss Type
Oty
PIY
MOUNTS RES.
803216-08
E2
ROOF TRUSS
3
1
TC 0.54
Vert(LL)
-0.05
D -F
>999
360
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31 13:48:25 2008 Page 1
-2-0-0 7-0-0 14-0-0 16-0-0
2-0-0 7-0-0 7-0-0 2-0-0
5x6 M1120=
7-0-0 14-0-0
7-0-0 7-0-0
I�
0
Scale = 1:27.2
LOADING (psf)
SPACING 2-0-0
GSI
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.54
Vert(LL)
-0.05
D -F
>999
360
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.28
Vert(TL)
-0.10
D -F
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(TL)
0.01
D
n/a
n/a
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Wind(LL)
0.05
B -F
>999
240
Weight: 46 lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
= 0/97 B -C = -790/144
B =
858/0-5-8
D =
858/0-5-8
Max Herz
WEBS
B =
-154(LC 3)
Max Uplift
B =
-261 (LC 5)
D =
-261 (LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD
A -B
= 0/97 B -C = -790/144
C -D
= -790/144 D -E = 0/97
BOT CHORD
B -F
= -1Q/522 D -F = -10/522
WEBS
C -F
= 01264
WEBS
C -F = 0/264
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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.
4) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 261 Ib uplift at joint B and 261 Ib uplift
at joint D.
5) This truss is designed in accordance with the 2006 International
Residential Code sections R50211.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31134:26 2008 Page 1
-2-0-0 3-6-0 7-0-0 1 10-6-0 14-0-0 16-0-0
2-0-0 3-6-0 3-6-0 3-6-0 3-6-0 2-0-0
7x10 M1118H 11
LOADING (psf) SPACING 2-0-0
TCLL 35.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr NO
BCDL 7.0 Code IRC2006/TP12002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 8 OF SS
WEBS 2 X 4 SPF 165OF 1.5E'Except'
W2 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-4-5 cc purlins.
BOT CHORD
Rigid ceiling directly applied or 10.0.0 cc bracing.
REACTIONS (Ib/size)
TrussTruss
Type
Qty
PIY
MOUNTS RES.
�B032�16-08
E3 -GD
ROOF TRUSS
1
Max Uplift
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 31134:26 2008 Page 1
-2-0-0 3-6-0 7-0-0 1 10-6-0 14-0-0 16-0-0
2-0-0 3-6-0 3-6-0 3-6-0 3-6-0 2-0-0
7x10 M1118H 11
LOADING (psf) SPACING 2-0-0
TCLL 35.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr NO
BCDL 7.0 Code IRC2006/TP12002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 8 OF SS
WEBS 2 X 4 SPF 165OF 1.5E'Except'
W2 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-4-5 cc purlins.
BOT CHORD
Rigid ceiling directly applied or 10.0.0 cc bracing.
REACTIONS (Ib/size)
4-8-0
B =
8960/0-5-8
F =
8124/0-5-8
Max Horz
B =
-150(LC 3)
Max Uplift
B =
-1966(LC 5)
F =
-1873(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/105 B -C = -10160/2095
C -D = -10013/2118 D -E = -10083/2131
E -F = -10230/2109 F -G = 0/105
BOT CHORD`
B -J = -1687/8343
4-8-0 , 9-4-0 , 14-0-0
4-8-0
NOTES
1) 2 -ply truss to be connected together with 10d (0.131'x3") nails
as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 8 - 3 rows at 0-2.0 cc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
DEFL in (loc) I/defl L/d
Vert(LL) -0.14 H-1 >999 360
Vert(TL) -0.22 H-1 >751 240
Horz(TL) 0.03 F n/a n/a
Wind(LL) 0.07 H-1 >999 240
4-8-0
PLATES GRIP
MI120 197/144
M1118H 141/138
Weight: 160 Ib
6) All plates are MT20 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 1966 Ib uplift at joint B and 1873 Ib
uplift at joint F.
8) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
9) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 2179 Ib down and 458 Ib
up at 0-6-12, 2179 Ib down and 458 Ib up at 2-6-12, 2179 Ib down
and 458 Ib up at 4-6-12, 2179 Ib down and 458 Ib up at 6-6-12,
2179 Ib down and 458 Ib up at 8-6-12, 2179 Ib down and 458 Ib up
at 10-6-12, and 2179 Ib down and 458 Ib up at 12-6-12, and 117 Ib
down and 108 Ib up at 13-9-4 on bottom chord. The
design/selection of such connection device(s) is the responsibility
of others.
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A -D=-84, D -G=-84, B -F=-14
Concentrated Loads (lb)
Vert: F= -117(F)1 --2179(F) J= -2179(F) K= -2179(F) L= -2179(F)
M= -2179(F) N= -2179(F) 0=-2179(F)
I¢
0
Scale = 1:27.6
4-8-0
i-0,0.6-4)
CSI
TC 0.44
BC 0.62
WB 0.49
(Matrix)
BOT CHORD
J -K
= -1687/8343
I -K = -1687/8343
I -L
= -1075/5608
L -M = -1075/5608
H -M
= -1075/5608
H -N = -1671/8403
N-0
= -1671/8403
F-0 = -1671/8403
WEBS
C4
= -89/134
D-1 = -1234/5930
D -H
= -1261/6057
E -H = -94/129
4-8-0
NOTES
1) 2 -ply truss to be connected together with 10d (0.131'x3") nails
as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 8 - 3 rows at 0-2.0 cc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip
DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads.
DEFL in (loc) I/defl L/d
Vert(LL) -0.14 H-1 >999 360
Vert(TL) -0.22 H-1 >751 240
Horz(TL) 0.03 F n/a n/a
Wind(LL) 0.07 H-1 >999 240
4-8-0
PLATES GRIP
MI120 197/144
M1118H 141/138
Weight: 160 Ib
6) All plates are MT20 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 1966 Ib uplift at joint B and 1873 Ib
uplift at joint F.
8) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
9) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 2179 Ib down and 458 Ib
up at 0-6-12, 2179 Ib down and 458 Ib up at 2-6-12, 2179 Ib down
and 458 Ib up at 4-6-12, 2179 Ib down and 458 Ib up at 6-6-12,
2179 Ib down and 458 Ib up at 8-6-12, 2179 Ib down and 458 Ib up
at 10-6-12, and 2179 Ib down and 458 Ib up at 12-6-12, and 117 Ib
down and 108 Ib up at 13-9-4 on bottom chord. The
design/selection of such connection device(s) is the responsibility
of others.
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A -D=-84, D -G=-84, B -F=-14
Concentrated Loads (lb)
Vert: F= -117(F)1 --2179(F) J= -2179(F) K= -2179(F) L= -2179(F)
M= -2179(F) N= -2179(F) 0=-2179(F)
I¢
0
Scale = 1:27.6
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Job Truss Truss Type OtY MY MOUNTS RES.
603216-08 G1 GE GABLE 1 1 Job Reference (optional)
BMC WE6I (IUAHU hALLZ>), IUANU t-ALLJ, IU b,54UL
P
-2-0-0 4-0-0 8-0-0
2-0-0 4-0-0 4-0-0
4x4 M1120-
9
/ .vov S —1 o —vo IVII I — 111—III—, 111, 1-11 MGI o 1 1,4o.Go —D raye I
10-0-0
2-0-0
8-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.08 G n/r 120 M1120 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.11 G n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 F n/a n/a
BCDL 7.0 Code IRC2006/TP12002 (Matrix) Weight: 31 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
B = 374/8-0-0
F = 374/8-0-0
1 = 175/8-0-0
J = 106/8-0-0
H = 106/8-0-0
Max Horz
B = 91 (LC 4)
Max Uplift
B =-203(LC 5)
F =-219(LC 6)
J - -28(LC 4)
H = -27(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD
A -B = 0/94
TOPCHORD
B -C = -121/74
C -D
= -57/86
D -E = -57/71
E -F
= -121/57
F -G = 0/94
BOT CHORD
B -J = -1/104
1-1
= -1/104
H-1 = -1/104
F -H
= -1/104
WEBS
D-1 = -149/6
C -J
= -74/47
E -H = -74/46
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "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) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 203 Ib uplift at joint B, 219 Ib uplift at
joint F, 28 Ib uplift at joint J and 27 Ib uplift at joint H.
8) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Scale =1:19.0
7B3216-08__
Truss TrussTypeROOF TRUSS--- -
CMI: vvt5l tiuAnu rALLJ), —nu rr —, w 004—
A
.2-0-0 4-0-0 8-0-0 10-0-(
2-0-0 4-0-0 4-0-0 2-0-0
4x4 M1120=
C
4-0-0 8-0-0
4-0-0 4-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d
TCLL 35.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.01 D -F >999 360
TCDL 7.0 Lumber Increase 1.15 SC 0.12 Vert(TL) -0.01 D -F >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 D n/a n/a
BCDL 7.0 Code IRC2006fTP12002 (Matrix) Wind(LL) 0.00 B >999 240
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc; purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib/size)
B = 564/0-5-8
D = 564/0-5-8
Max Horz
B = 91 (LC 4)
Max Uplift
B =-208(LC 5)
D = -208(1-C 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/97 B -C = -351/25
C -D = -351/25 D -E = 0/97
BOT CHORD
B -F = 0/181 D -F = 0/181
WEBS
C -F = 0/158
WEBS
C -F = 0/158
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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.
4) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 208 Ib uplift at joint B and 208 Ib uplift
at joint D.
5) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
PLATES GRIP
MI120 197/144
Weight: 29 Ib
I�
0
Scale = 1:19.0
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0;1,8
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011
0
O
0
Bi
N
P.
A
00
W
Job -
Truss -
Truss Type
Qty
Ply
MOUNTS RES.
B03216-08
PB02
GABLE
1
1
9-7-7
-96(LC 6)
B =
-130(LC 5)
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Mar 3113:48:27 2008 Page 1
5-9-11 10-6-3
5-9-11 4-8-8
5x6 M1120=
5x6 M1120= 7x8 M1120-
Scale = 1:19.5
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std
WEDGE
Right: 2 X 8 DF SS
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
0-8-15
D =
10-4-6
B =
526/0.3-8
Max Horz
10-15-3
113(LC 4)
0-8-15
9-7-7
-96(LC 6)
B =
-130(LC 5)
0-1-13
Plate Offsets (X Y):
[B:0-0-13 Edgel, [D:Edge,0-2-131
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.53
Vert(LL)
-0.19
B -D
>618
360
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.34
Vert(TL)
-0.41
B -D
>284
240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
0.01
D
n/a
n/a
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Wind(LL)
0.06
B -D
>999
240
Weight: 36 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std
WEDGE
Right: 2 X 8 DF SS
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
D =
470/0-3-8
B =
526/0.3-8
Max Horz
B =
113(LC 4)
Max Uplift
D =
-96(LC 6)
B =
-130(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/21 B -C = -512/139
C -D = -512/140
BOT CHORE
B -D = -58/370
BOT CHORD
B -D = -58/370
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "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) Gable studs spaced at 2-0-0 oc.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 96 Ib uplift at joint D and 130 Ib uplift
at joint B.
7) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION
DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S)
Standard
Job rPBO3
Truss Type Qty Ply MOUNTS RES.
803216-08 ROOF TRUSS 12 1 Job Reference (optional)
[SMI. VVMJI kiUAMU rLLJJ, IVAr v rN , - 0J 4
5-9-11 4-8-8
5x6 M1120=
C
.wu a aa1 a I— i . I—, Iuuml I Iv. mun 'l o u.vo.0 cwo -ye I
9-7-7
3x8 M112011
0-1-13
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.03 B-E >999 360 M1120 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.05 B-E >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 D n/a n/a
BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.02 B-E >999 240 Weight: 31 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std
WEDGE
Right: 2 X 6 SPF 1650F 1.4E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
D = 470/0-3-8
B = 526/0-3-8
Max Horz
B = 113(LC 4)
Max Uplift
D = -96(LC 6)
B =-130(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
A -B = 0/21 B -C = -601/130
C -D = -604/129
BOT CHORD
B-E = -52/407
BOT CHORD
D -E = -52/407
WEBS
C -E = 0/192
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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.
4) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 96 Ib uplift at joint D and 130 Ib uplift
at joint B.
5) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION
DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S)
Standard
0
Scale = 1:19.5
Job
Truss
Truss Type
Qty
PIY
MOUNTS RES.
603216 08
PB04
ROOF TRUSS
16
1
TO 0.32
Vert(LL)
-0.03
B -F
>999
Job Reference (optional)
tsmu WCa I tiuiAnV rHLLaf, IWHr v r-, "--
5-9-11 5-9-11
5x6 M1120=
C
.wv o oau u cuw rvu I on a luuau lu, muu . l— a I I a.-- .— ray. I
4x4 M1120
0-8-15 10-10-8
0-8-15 10-1-9
4x4 M11200
0-8-14
Scale =1:19.5
LOADING (psf)
SPACING
2-0-0
GSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL
35.0
Plates Increase
1.15
TO 0.32
Vert(LL)
-0.03
B -F
>999
360
M1120 197/144
TCDL
7.0
Lumber Increase
1.15
BC 021
Vert(TL)
-0.05
B -F
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.11
Horz(TQ
0.01
D
n/a
n/a
BCDL
7.0
Code IRC2006frPI2002
(Matrix)
Wind(LL)
0.02
B -F
>999
240
Weight: 31 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS (Ib/size)
B = 535/0.3-8
D = 535/0-3-8
Max Herz
B =-109(LC 3)
Max Uplift
B =-131(LC 5)
D = .131 (LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHARD
A -B = 0/21 B -C = -618/131
C -D = -618/131 D -E = 0/21
BOT CHORD
B -F = -44/421 D -F = -48/421
WEBS
C -F = 01196
WEBS
C -F = 0/196
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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.
4) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 131 Ib uplift atjoint B and 131 Ib uplift
at joint D.
5) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION
DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Qty
Ply
MOUNTS RES.
B03216-08
PB05
GABLE
1
1
B =
-131(LC 5)
D =
.131 (LC 6)
Job Reference (optional)
]:$W; VVtb I (IUANU I'ALLAJ, IUAMU VALLA, IU 8J4VL
5-9-11 11-7-E
5-9-11 5-9-11
5x6 MII20=
C
/.uau S Jan a LVuo NII I eK nousrnes, Inc. Mon Mar 3"I "I S:4tl:Ltl zuvt3 cage l
5x6 M1120= 5x6 M1120=
0-8-15 _ 10-10-8 11-7-6�
0-8-15 10-1-9 0-8-14
LOADING (psf) SPACING 2-0-0
TCLL 35.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr YES
BCDL 7.0 Code IRC2006/TPI2002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
B =
535/0-3-8
D =
535/0-3-8
Max Horz
B =
-109(LC 3)
Max Uplift
B =
-131(LC 5)
D =
.131 (LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CKQRO
A -B = 0/21 B -C = -527/142
C -D = -527/142 D -E = 0/21
BOT CHORD
B -D = -5/383
CSI
TC 0.48
BC 0.33
WB 0.00
(Matrix)
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;
Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever 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 MiTek "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) Gable studs spaced at 2-0.0 oc.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 131 Ib uplift at joint B and 131 Ib uplift
at joint D.
7) This truss is designed in accordance with the 2006 International
Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION
DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S)
Standard
DEFL in (loc) Vdefl L/d PLATES GRIP
Vert(LL) -0.20 B -D >581 360 M1120 197/144
Vert(TL) -0.44 B -D >268 240
Horz(TL) 0.01 D n/a n/a
Wind(LL) 0.06 B -D >999 240 Weight: 35 lb
Scale = 1:19.5