HomeMy WebLinkAboutTRUSS SPECS - 06-00475 - 495 Woodbridge St - New SFRSTOCK 'Nwo�
COMPONENTS
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Job Name s Oe < It I
Job AddressqN_�.
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P.O. Box 50161 Truss Order Form
1675 Pederson
Idaho Falls, ID 83402 F- 5508
208-528-2309 INVOICED
30#4Z�Z '`7 :3C16F5'*"' -- Inv #
Drder Date Rec'd By Date
date 3 `I 7 Prod
Shop Date Del Date 3' Z SHIPPED
Delivery ❑ W/C Date
Design Date Designer By Whom
_oading 3s ❑ Drawing Sent
Exterior Wall Size
I LABEL I QUAN I SPAN I SLOPE I L O fERHANGHT I SPECIAL INSTRUCTIONS I I EXT.
i
STOCK COMPONENTS
1675 PEDERSON ST.
To: �r DeliveryList
IDAHO FALLS
REXBURG L"Job Number:
Phone: 20§528-2309 Fax: 208528.2320
Page: 1
REXBURG, ID Date: -- --20- - 9:59:07 AM
Project:HIDDEN VALLEY SPEC81bck No:
Model: Lot No:
L �7
Deliver To: O V OO4 / 5
Contact
Site:
Office:
Name:
Phone: Fax: I
5016 495 Woodbridge St -Jensen
Tentative Delive Date:
Span: Truss Type: Slot- __.. may.
Profile:
Qty:
Truss Id:
3-15
1
Al
12-0-0
ROOF TRUSS
6.00
2-0-0
2.0-0
37lbs. each
0.00
3-15
1
A1G
12-0-0
ROOFTRUSS
6.00
2.0-0
2-0-0
43lbs. each
0.00
7-3-15
2
131
24-0-0
ROOFTRUSS
6.00
2-0-0
2-0-0
90lbs. each
0.00
7-3-15
1
B113
24.0-0
ROOF TRUSS
6.00
2-0-0
2-0-0
109lbs.each
0.00
7-3.15
3
B2
24-0-0
ROOF TRUSS
6.00
2-0-0
0-0-0
88 lbs. each
1
0.00
(1) 2-Ply
-3-15
2
B3
24.0-0
ROOFTRUSS
6.00
2-0-0
0-0-0
112 lbs. each
2X4/2X6
0.00
5-3-15
4
C1
16-0-0
QUEENPOST
6.00
2-0-0
2-0-0
57 lbs. each
0.00
5-3-15
1
C1G
16-0-0
ROOFTRUSS
6.00
2-0-0
2-0-0
Anhil
60 lbs. each
0.00
1-^ V -
(1) 2-Ply
-3-15
2
C2
16-0-0
ROOFTRUSS
6.00
2-0-0
2-0-0
76 lbs. each
2X4/2X6
1
0.00
7-10-3
7
D1
24-0-0
ROOF TRUSS
6.00
0-0-0
0-0-0
97 lbs. each
2 Rows Let Brea
1 0.00
7-10-3
1
D1G
24-0-0
ROOFTRUSS
6.00
0-0-0
0-0-0
148 lbs. each
2 Rows Let Brace
0.00
7-10-3
1
D2
24-0-0
ROOFTRUSS
6.00
0-0-0
0-0-0
98Ibs. each
3 Rows Lat Bra
3.00
B-9-15
3
D3
24.0-0
ROOF TRUSS
6.00
0-0-0
2-0-0
100lbs. each
2 Rows Let Brea
3.00
8-9-15
c6-0-0
10
D4
30-0-0
ROOFTRUSS
6.00
2-0-0
2-0-0
117 lbs. each
2 Rows Let Brea
t 3.00
B-9-15
1
D413
30.0.0
ROOFTRUSS
6.00
2-0-0
2-0-0
138lbs. each
1 Row Let Brace
0.00
7-3-15
10
E1
24.0.0
ROOF TRUSS
6.00
2.0-0
2-0-0
90 lbs. eac
I
1
0.00
7-3-15
1
E1G
24.0.0
ROOFTRUSS
8.00
2-0-0
2-0-
Cam.
IS r
101 lbs. each
0.00
SEP 2 2 2000 I�
CITY OF Mr---XELIR a
Job
Truss
T,
Oly
Ply
0
l
—LE
W120W9
T01
GAB
1
1
Job Reverence (optional)
3andard Truss end Supply, LLC, Rexburg, ID 83440, Ronald E. Kinville 6.400 s Oct 9 2006 MITek Industries, Inc, Mon Fab 1913:34:02 2007 Page 1
-1.6-0 12-0-0 24-0-0 25-6-0
1-6-0 12-0.0 12-0-0 1-6-0
sm-i u
s
sm u wi J \/
0 Wo�loriolo�.�
1]�
]
x IB
r 1]
.4 b= 3 =
24-0-0
24.0-0
Plate Offsets ()(,T): 19:0.2.O,Edge1.
126:0-10,0-3-01
LOADING(ps0
SPACING 240-0
CSI
DEFL in floc) Vdefl Lid
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.20
Veg(LL) -0.01 17 n/r 120
MT20 220/195
TCDL 10.0
Lumber Increase 1.15
BC 0.08
Vert(TL) -0.02 17 n/r 120
BCLL 0.0
Rep Stress Ina NO
WS 0.05
Horz(Ty 0.00 16 Na m/a
BCDL 100
Code IBC2000/ANSI95
(MaViz)
Weight 126 to
LUMBER
TOP CHORD 2 X 4 OF No.18Bb
BOT CHORD 2 X 4 OF No.18BV
OTHERS 2 X 4 DF N0.18Btr
BRACING
TOP CHORD Sheathed or 6-0-0 ac pudins.
BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
REACTIONS (lb/she) 2=3D42447-0, 24=162/2400, 23=162/24-0-0, 29=168/24-0-0, 28=23424-0.0, 27=215/240.0, 26=229240.0, 25=143/24-0-0, 22=143R40.0, 21=229/24M, 20=215240.0,
16=304/24-0.0,19=23424.0.0, 18=115S24-D-0
Max 11om2=102(load case 5)
Max Uplift2=2"ud use 5), 28=-38(load case 5), 27=-27(Iud use 5), 26=-31(load use 5). 25=37(load was 5), 22=43(load was 6), 21=-32(load use 6), 20=-27(load use 6). 16=45fload
use 6), 19=38(Ioad case 6)
Max Gmv2=304(load use 1), 24=162(load use 1), 23-162(load case 1). 29=168(load was 7), 28=234Qoad was 7), 27=215(load case 1), 26=230(load use 7), 25=150(load use 7),
22=150(load use 8). 21=230(load use 8), 20=2158oad use 1), 16=304(load case 1). 19=234(load use 8), 18=168(load use 8)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1.2=0/58, 2-3=-110/16, 3-4=81/33, 4-5=-80/52, 5.6=79(72, 6-7=-82/92, 7-8=-55/111. 8-9=77/94, 9.10=-77/91. 10.11=.551100, 11-12=82(70,
12-13=79/37,1344=80/18, 1415=-77/19. 15-16=909, 16-17=0158
BOT CHORD 2-29=0/114. 28-29=0H 14, 27-28=0/114, 26-27=0/114, 25-26=0/114. 2425=0/114. 23.24=0/114, 22-23=0/1 f 4, 21-22=01114, 20-21=0/114,
/9.20=0/114, 18.19=0/114. 16-18.0/114
WEBS 8-24=127/0,10-23=-127/0. 3-29=155140, 4-28=-187/57. 527=.177/52, 6-26=-187/56. 7-25=-127/51, 11.22=-127/57. 12.2 1 =A 87157.
13.20=177151, 1419=487/57. 15-18=155/39
NOTES
1) Unbalanced roof Ave loads have been considered for this design.
2) Writ: ASCE 7-98: 90mph; h=19ft; TCDL=B.Opsf; BCDL=6.Opsf; Category 11: Exp 8; enclosed: MWFRS gable end zue; cantilever left and right exposed : end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33.
3) Truss designed far 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 fora 10.0 par bottom chord live load nonconcument with any other live loads.
5) Ail plates are 1z4 MT20 unless otherwise indicated.
6) Gable requires continuos bottom chord bearing.
7) Gable studs spaced at 2.0.0 oc.
B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29lb uplift at joint 2. 38 to uplift at joint 28. 27lb uplift at joint 27.
31 Ib uplift at joint 26, 371b uplift at joint 25, 431b uplift at joint 22. 32 It, uplift at joint 21. 27 Ib uplift at joint 20, 4516 uplift at joint 16 and 38 to uplift at joint 19.
LOAD CASE(S) Standard
0600475
495 Woodbridge -Jensen
661200D9 ' IT01A
Qty Ply 0
11 1
Job Refere.
6.400 s Oct 9
-1-6-0 6-3-4 12-0-0 17-8-12 24-0-0 25-6-0
1-6-0 6-3-4 5-8-12 5-8-12 6-3-4 1-6-0
saw • I
8-0-10 15-11-6 24-0-0
8-0-10 7-10-13 8-0-10
LOADING (psQ
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.37
Vert(LL) -0.08
6-8 >999 240
MT20 2201195
TCDL 10.0
Lumber Increase
1.15
BC 0.44
Vert(TL) -0.17
6-8 >%9 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.31
Horz(TL) 0.05
6 We n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 102lb
LUMBER
BRACING
TOP CHORD 2 X 4 OF No.1&Btr
TOP CHORD
Sheathed or 4-1-13 oc purfins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
REACTIONS (lb/size) 2=1450/0-5.8, 6=145010-5-8
Max Horz 2=102(load case 5)
Max Upllft2=-88(load case 5), 6=-88(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=2231/56, 3-4=-1954/78, 4-5=1954178, 5-6=-2231/56, 6-7=0/59
BOT CHORD 2-9=56/1872, 8-9=0/1273, 6.8=0/1872
WEBS 3.9=-4871141,4-9=-28f708,4-8=-281708,5-8=-487/141
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7-98: 90mph; h=19ft: TCDL=6.Opsf; BCDL=6.Opsf: Category II; Exp B. enclosed; MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6.
LOAD CASE(S) Standard
86120009 ' IT02
and
9 1
Job Refe
6.400 s Od
1
11
-1-6-0 7-9-15 15-0-0 19-3-4 i 23-6-8 i 30-0-0 31-6-0
1-6-0 7-9-15 7-2-1 4-3-4 4-3-4 6-5-8 1-6-0
Sea* -I.S1
6-3-15 12-0-0 _ 17-9-4 23-6-8 24-A-0 30-0-0 ,
, r �
6-3-15 5-8-1 5-9-4 5-9-4 0-5-8 6-0-0
0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) t/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.74
Vert(LL) -0.17 11-12 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.67
Vert(TL) -0.29 11-12 >974 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.76
Horz(TL) 0.17 9 n/a n/a
BCDL 10.0
Code IBC2000/ANS195
(Matrix)
Weight: 135lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.18Btr
TOP CHORD Sheathed or 2-9-9 oc purtins.
BOT CHORD 2 X 4 DF No.18Btr
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
REACTIONS Ob/size) 2=1303/0-5.8, 9=226ZD-5.8
Max Herz 2=4 22(load case 6)
Max Upllft2=-104(load case 5), 9=-237(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0155, 2-3=-3397/140. 3-4=-2133/102, 4.5=-795/90, 5-6=-950/63. 6.7=-275/1105, 7.8=0/58
BOT CHORD 2-12=-151/2982.11-12=201/2856.10-11=0/981, 9-10=-942/333, 7-9=-863/309
WEBS 3.12=0/355, 3-11=-1035/209.4-11=-25/1536, 4.10=-692/39, 5-10=-302/88, 6.10=-9/1718, 6-9=-1865/166
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Bearing at joint(s) 2 considers parallel to grain value using ANSl1 TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 9.
LOAD CASE(S) Standard
J00 l russ T�.�//pe
B6120009 T02A SP , AL
�1
, LLC, Rexburg, ID 83440,
aty Ply 0
1 1
,lob Refere
6.400 s Oct 9
13:35:22 2007 Page 1
-1-6-0 7-9-15 15-0-0 19-34 23-6-8 30-0-0
1-6-0 7-9-15 7-2-1 4-34 4-34 6-5-8
Sob - 1.51.
Sa8 =
4
Us =
6-3-15 12-0-0 17-94 23-6-8 24-Q-0 30-0-0 ,
6-3-15 5-8-1 5-94 5-9-4 0-5-8 6-0-0
LOADING (pst)
SPACING
2-0-0
CSI
DEFL in (loc) Udefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.76
Vert(LL) -0.18 10-11 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.16
BC 0.68
Vert(TL) -0.3010-11 >924 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.71
Horz(TL) 0.19 8 n/a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 132lb
LUMBER
BRACING
TOP CHORD 2 X 4 OF No.18Btr
TOP CHORD Sheathed or 248-8 oc purtins.
BOT CHORD 2 X 4 DF No.18Btr
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 2=1345/0.5.8, 8=2085/0.5-8
Max Horz2=131(load case 5)
Max Uplift2=-105(load case 5), 8a-175(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/55, 2-3=-3569/153, 3.4=-2306/113, 4-5=-966/96, 5-6=-1121/69, 6-7=-154/768
BOT CHORD 2-11=-173/3140,10-11=-223/3021, 9-10=0/1101, 8-9=-627/187, 7-8=-559/168
WEBS 3-11=0/349, 3-10=-1044/210, 4-10=-34/1607, 4-9=-598/41, 5-9=-298/86, 6-9=0/1555, 6-8=-1753/134
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; hal9ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at A(s) 2 and 8.
LOAD CASE(S) Standard
B6120009 , IT03
3 1 11111111110,
s ont 9 2005 MiTek Industries, Inc. Mon Feb 19
-1-6-0 7-9-15 15-0-0 19-3-4 23-6-8
1-6-0 7-9-15 7-2-1 4-3-4 4-3-4
Scale -1:41
6=6 =
4
6-3-15 12-0-0 17-9-4 23-6-8
6-3-15 5-8-1 5-9-4 5-9-4
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.85
Vert(LL) -0.20 9-10 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.73
Vert(TL) -0.33 9.10 >832 180
BCLL 0.0
Rep Stress tncr
YES
WB 0.78
Horz(TL) 0.21 7 n/a n/a
BCDL 10.0
Code ISC2000/ANSI95
(Matrix)
Weight:114 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF N0.1&Btr
TOP CHORD Sheathed or 2-5-1 oc pudins, except end verticals.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std'Excepl'
W7 2 X 4 DF No.1&Btr
REACTIONS (lb/size) 2=1436/0-5-8.7=1268/Mechanical
Max Horz 2=1 56(load case 4)
Max Uplift2=-99(load case 5), 7=-4(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/55, 2-3=-3931/133. 3-4=-2679/93. 4-5=-1355/72, 5-6=-1498/45. 6-7=-1222/29
BOT CHORD 2-10=-160/3469, 9-10=-210/3352, 8-9=0/1354, 7-8=-21/67
WEBS 3-10=0/349, 3-9=-1039/211, 4-9=-28/1767, 4-8=-428/56, 5-8=-356/104, 6.8=0/1278
NOTES
1) Unbalanced roof We loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=1911; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B: enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 7.
7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at p(s) 2.
LOAD CASE(S) Standard
J00 (fuss T, ,ape
B6120009 T03A SPECIAL
Ronald E.
1 1
Job Reference (optional)
6.400 s Oct 9 2006 MiTek Industries. Inc.
7-9-15 15-0-0 19-3-4 23-6-8
7-9-15 7-2-1 4-3-4 4-3-4
Scow•
ss =
J
us
29411
6-3-15 12-0-0 17-9-4 23-6-8
6-3-15 5-8-1 5-9-4 5-94
1
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.91
Vert(LL) -0.20
9 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.83
Vert(TL) -0.33
8.9 >832 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.79
Horz(TL) 0.21
6 n/a n/a
BCDL 10.0
Code IBC2000/ANSi95
(Matrix)
Weight: 111lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed, except end verticals.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std *Except*
W7 2 X 4 DF No.1&Btr
REACTIONS (lb/size) 1=1274/0-5-8, 6=1274/Mechanical
Max Horz 1=147(load case 4)
Max Uptiftl=-42(load case 5). 6=-5(load case 5)
FORCES (ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4008/165, 2-3=-2703/103, 3-4=-1364f76, 4-5=-1506/49, 5-6=-1229/30
BOT CHORD 1-9=-193/3547, 8.9=-234/3409, 7-8=0/1362, 6-7=-21/67
WEBS 2-9=0/356. 2-8=-1076/226, 3-8=-38/1791, 3-7=-430/57, 4-7=-356/104, 5-7=0/1286
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=190; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed: end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Refer to gfrder(s) for truss to truss connections.
5) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 6.
7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1.
LOAD CASE(S) Standard
B61200M , IT04
3 _!nh Rafe
19
6-6-6 11-9-14 17-1-6 23-7-12
6-6-6 5-3-8 5-3-8 6-6-6
scar - 1 77
s.s =
usn exso= ssu
6-6-6 11-9-14 17-1-6 23-7-12
6-6-6 5-3-8 5-3-8 6-6-6
LOADING (psQ
SPACING 2-0-0
CSI
DEFL
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.55
Vert(LL)
-0.15 7-8
>999
240
MT20 220/195
TCDL 10.0
Lumber Increase 1.15
BC 0.99
Vert(TL)
-0.23 7-8
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.37
Horz(TL)
0.09 5
n/a
n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 406lb
LUMBER
TOP CHORD 2 X 6 DF No.2
BOT CHORD 2 X 6 DF No.1
WEBS 2 X 4 DF No.18Btr
REACTIONS (lb/size) 1=8255/0.3-8, 5=8255/0-3-8
Max Horz 1-770oad case 6)
Max Upliftl=-467(load case 5). 5=467(ioad case 6)
FORCES (ib) - Maximum CompresslonfMaximum Tension
TOP CHORD 1-2=-14306/807, 2-3=-9729/577, 3-4=-9729/577, 4-5=-14306/807
BOT CHORD 1-8=-742/12818, 7-8=742/12818, 6-7=-666/12818, 5-6=-666/12818
WEBS 2-8=-164/3810.3-7=434/8070, 4-6=-165/3810, 2-7=4901/366, 4-7=-4901/367
BRACING
TOP CHORD Sheathed or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
NOTES
1) 3-pty truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 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 (8) 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 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf: Category II: Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed. end
vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33.
5) This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at p(s)1 and 5.
7) Girder carries tie-in span(s): 244)-0 from 0-0-0 to 23-7-12
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert: 1-5=-617(F=-597).1-3=-90, 3-5=-90
B6120009
E.
W411111111V
GABLE
s Oct 9
-1-6-0 7-9-15 15-0-0 19-3-4 23-6-8 30-0-0 31-6-0
1-6-0 7-9-15 7-2-1 4-3-4 4-3-4 6-5-8 1-6-0
Scale - I S3
sa =
0
6-3-15 12-0-0 17-94 23-6-8 21-Q-0 30-0-0 ,
6-3-15 5-8-1 5-9-4 5-9-4 0-5-8 6-0-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.80
Vert(LL) -0.17 11-12 >999 240
MT20 2201195
TCDL 10.0
Lumber Increase
1.15
BC 0.70
Vert(TL)-0.2911-12 >971 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.76
Horz(TL) 0.17 9 n/a n/a
BCDL 10.0
Code IBC20001ANSI95
(Matrix)
Weight: 168lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD Sheathed or 2-7-11 oc pudins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD Rigid ceiling directly applied or 6.40 oc bracing.
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF No.t&Btr
REACTIONS (Ib/size) 2=1303/0-5.8, 9=2262/0-5-8
Max Horz 2=-122(load case 6)
Max Uplitt2=-104(load case 5), 9=-237(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/55, 2-3=3402/142, 3-4=-2132/101, 4-5=-795/90, r6=-950/63, 6.7=-275/1105, 7-8=0/58
BOT CHORD 2-12=153/2988,11-12=-203/2868.10-11=0/983, 9-10=-942/333, 7-9=-863/309
WEBS 3.12=0/350, 3-11=-1045/210, 4-11=-24/1530, 4-10=-695/40, 5-10=-302/88, 6.10=-9/1717.6-9=-1865/166
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf. Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed: end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nominal 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) All plates are 1x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 240 oc.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at A(s) 2 and 9.
LOAD CASE(S) Standard
B6120DD9 . IT06
3
s Oct 9 2006 MiTek Industries, Inc. Mon Feb 1913:40:22 2007 Page
4-5-0 7-11-8 11-6-0 15-11-0
4-5-0 3-6-8 3-6-8 4-5-0
4A=
341,
4-5-0 7-11-8 11-6-0 15-11-0
4-5-0 3-6-8 3-6-8 4-5-0
LOADING (psf) SPACING 2-0.0
TCLL 35.0 Plates Increase 1.15
TCDL 10.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code IBC20O0/ANSI95
LUMBER
TOP CHORD 2 X 4 DF No.1&Btr
BOT CHORD 2 X 6 DF No.2
WEBS 2 X 4 DF No.1&Btr
REACTIONS (lb/stze) 1=5523/0-3-8, 5=5523/0-3-8
Max Horz 1=52(load case 5)
Max Uplift1=-312(load case 5), 5=-312(load case 6)
CSI DEFL in (loc) Udeft Ud PLATES GRIP
TC 0.26 Vert(LL) -0.07 7-8 >999 240 MT20 220/195
BC 0.69 Vert(TL) -0.11 6-7 >999 180
WB 0.24 Horz(TL) 0.04 5 n/a n/a
(Matrix) Weight: 235 lb
BRACING
TOP CHORD Sheathed or 6.0-0 oc purtins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=9233/521, 2-3=-6398/381, 3-4=-6398/381, 4.5=-9233/522
BOT CHORD 1-8=-475/8187, 7-8=-475/8187, 6-7=-423/8187, 5-6=-42318187
WEBS 2-8=-109/2499, 3-7=-285JS297, 4-6=-110/2499, 2-7=-2976/228, 4-7=-2976/229
NOTES
1) 3-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 6 - 2 rows at 0.7-0 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.
4) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=B.Opsf; BCDL=6.Ops(; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)1 and 5.
7) Girder carries tie-in span(s): 24-0-0 from 0-0.0 to 15-11-0
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plQ
Vert: 1-5=617(F=-597),1-3=90, 3-5=90
W120M IT07
s Oct 9 2006 MITek Industries. Inc.
-1-6-0 4-3-0 7-11-8 11-8-0 15-11-0 17-5-0
1-6-0 4-3-0 3-8-8 3-8-8 4-3-0 1-6-0
Usk •t
44 =
4
7-11-8 15-11-0
7-11-8 7-11-8
LOADING (psQ
SPACING 2-0.0
CSI
DEFL
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.21
Vert(LL)
-0.06 2-8
>999
240
MT20 220/195
TCDL 10.0
Lumber Increase 1.15
SC 0.33
Vert(TL)
-0.12 6-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.22
Horz(TL)
0.02 6
n/a
n/a
BCOL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 67lb,
LUMBER
TOP CHORD 2 X 4 DF No.1&Btr
BOT CHORD 2 X 4 DF No.1&Btr
WEBS 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 2=1008/0-3.8, 6=1008/0.3.8
Max Horz 2=-75(load case 6)
Max Uplift22-75(load case 6), 6=-75(load case 6)
FORCES (lb) - Maximum Compression/Mwdmum Tension
TOP CHORD 1-2=0/59, 2-3=1406/45. 3-4=-1040124. 4-5=1040/24, 5-62-1406/45. 6-7=0/59
BOT CHORD 2-82-35/1173. 6-8=0/1173
WEBS 3-8=-385/95, 4-8=0/506. 5-8=-385/95
BRACING
TOP CHORD Sheathed or 5-6-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7-98; 90mph; h219ft; TCDL26.Opsf. BCDL=6.Opsf, Category W Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL21.33 plate grip DOL=1.33 Plate metal 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) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6.
LOAD CASE(S) Standard
B6120009• IT07A
I=
Rexburg, ID 83440. Ronald E. Kinville 6.400 s Oct 9 2006 MiTek Industries,
-1-6-0 7-11-8 15-11-0 17-5-0
1-6-0 7-11-8 7-11-8 1-6-0
scat. -
394 =
15-11-0
15-11-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.20
Vert(LL) -0.01
13 n/r 120
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
Sc 0.09
Vert(TL) -0.02
13 n/r 120
BCLL 0.0
Rep Stress Incr
NO
WB 0.02
Horz(TL) 0.00
12 rVa n/a
BCDL 10.0
Code ISC2000/ANSI95
(Matrix)
Weight: 74 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Blr
TOP CHORD
Sheathed or 6-0.0 oc pudins.
SOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 1040 oc bracing.
OTHERS 2 X 4 DF No.1&Btr
REACTIONS (lb/size) 2=308/15.11-0,12=306/15-11-0, 18=157/15-11-0, 17=161/15-11-0, 21=165/15.11-0, 20=243/15-11-0, 19=137/15-11-0, 16=141/15-11-0.15=245/15-11-0, 14=157/15-11-0
Max Horz 2=75(load case 5)
Max Uplift2= 49(load case 5),12=-60(load case 6), 20=-39(load case 5),19=-31(load case 5),16=-35(load case 6). 15=-39(toad case 6)
Max Grav2=308(load case 1). 12=306(load case 1). 18=157(load case 1), 17=161 (load case 1). 21=166(load case 7). 20=243(load case 7), 19=144(load case 7),16=148(load case 8).
15=245(load case 1). 14=1570oad case 8)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2 =0/5B, 2-3=-98/16, 3-4-84/35, 4-5=-90/55, 5-6=-62/71, 6.7=-84/64, 7-8=-84/61, 8-9=-64/60, 9-10=-90/32, 10.11=-84/15,11-12=-97/3,
12-13=0/58
BOT CHORD 2-21=0/85, 20-21=0/85,19-20=0/85,18.19=0/85,17-18=0/85,16-17=0/85,15.16=0/85,14-15=0/85,12-14=0/85
WEBS 6-18=121/1, 8-17=125/0, 3-21=154/39, 4-20=-194/59, 5.19=-124/46, 9-16=-127/51,10-15=-195/59,11-14=-148/37
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf. Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) All plates are 1x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 24-0 or..
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 2, 60 lb uplift at joint 12. 39 lb uplift at pint 20.
31 lb uplift at joint 19.35 lb uplift at joint 16 and 39 Ib uplift at joint 15.
LOAD CASE(S) Standard
86120009 • IT08 (COON I7 I 1
Iz6 =
Ronald E. IQnviile 6.400 s Oct 9 2006 MiTek Industries, Inc. Mon Feb 19
7-9-4 15-0-0 19-1-8 23-6-8
7-9-4 7-2-12 4-1-8 4-5-0
5=4 • 1:33
vt6 =
3
6 T 6
lx4 II Sa6 = be =
7-9-4 15-0-0 23-6-8
7-9-4 7-2-12 8-6-8
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.62
Vert(LL) -0.13
1-8 >999 240
MT20 2201195
TCDL 10.0
Lumber Increase
1.15
BC 0.61
Vert(TL) -0.25
1.8 >999 180
BCLL 0.0
Rep Stress Inca
YES
WB 1.00
Horz(TL) 0.04
6 nla n/a
BCDL 10.0
Code IBC20001ANSI95
(Matrix)
Weight: 1151b
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 3-8-4 oc purtins, except end verticals.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 1040 oc bracing.
WEBS 2 X 4 DF Stud/Std *Except*
WEBS
1 Row at midpt 2-7
W6 2 X 4 DF No.1&Btr
REACTIONS (Ib/size) 1=1283/Mechanical, 6=1283/Mechanical
Max Horz 1=146(load case 4)
Max Uptiftl=-43(load case 5). 6=-5(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2216/84, 2-3=-1235/75, 3-4=-1141/97, 4-5=-171/62, 5-6=-235/57
BOT CHORD 1-8=-103/1851, 7-8=-103/1851.6-7=0/813
WEBS 2-8=0/318, 2-7=-1021/147, 3.7=0/433.4-7=0/355, 4-6=-1212/31
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98. 90mph; h=19fl; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 5 lb uplift at joint 6.
LOAD CASE(S) Standard
Job Truss
B6120009 - T08A
15-0-0 23-6-8
15-0-0 8-6-8
3X. _
19 13:31:
Sub -1 ae.
U4 = 3z4 = 3t8 =
23-6-8
23-6-8
LOADING (psf)
SPACING
24)-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.11
Vert(LL) n/a
- n/a 999
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.06
Vert(TL) n/a
- rda 999
BCLL 0.0
Rep Stress Inca
YES
WB 0.09
Horz(TL) 0.01
16 n/a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 147lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 6-0.0 oc purlins, except end verticals.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF No.1&Btr
OTHERS 2 X 4 DF No.1&Btr
REACTIONS (lb/size) 16=35/23.6-8,1=142/23-",17=114/23.6.8, 23=175/23-6-8, 21=175/23-6-8, 24=141/23-6.8, 25=228/23-6-8, 26=216/23-&8. 27=231/23.6-8, 28=177/23-6-8, 29=339/23.6-8,
20=142/23-6-8,19=226/23-6-8.18=228/23-6.8
Max Horz 1=146(load case 4)
Max Uplift16=-15(load case 5),1=-6(load case 6),17=-67(load case 6), 24=-40(load case 5), 25=-32(load case 5), 26=-28(load case 5), 27=-31(load case 5), 28=-23(load case 5), 29=-47(load
case 5). 20=-50(load case 6).19=-28(load case 6), 18=-46(load case 6)
Max Grav16=51(load case 6).1=142(load case 1), 17=130(load case 8), 23=175(load case 1). 21=175(load case 1). 24=148(lood case 7), 25=229(load case 7), 26=216(load case 1).
27=231(load case 7), 28=177(load case 1). 29=340(load case 7), 20=150(load case 8),19=226(ioad case 8),18=231(load case 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-133/59, 2-3=-101/64, 3-4=-81/83, 4-5=-59/97, 5-6=-54/103, 6-7=-56/122, 7-8=-59/142, 8-9=-31/165, 9-10=-59/135,10-11=-59/131,
11-12=-33/154, 12-13=-59/121, 13-14=-57/85. 14-15=-54/48,15-16=-36/42. 16-17=-7/84
BOT CHORD 1-29=21/35. 28-29=41/35, 27-28=-21/35. 26.27=-21/35, 25-26=-21/35, 24-25=-21/35, 23-24=-21/35, 22-23=-21/35, 21-22=-21/35.
20.21=-21/35.19-20=-21/35.18-19=-21/35,17-18=-21/35
WEBS 9-23=-140/2.11-21=-140/0, 8-24=-125/54. 7-25=-186/57, 6-26=-178/52, 4-27=-186/55, 3-28=-154/47, 2-29=-257f?3,12-20=-127/63,
13-19=-184/56,14-18=-188/59,15-17=-124/24
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf: Category II; Exp B; enclosed; MWFRS gable end zone: cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) All plates are 10 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Bearing at joint(s)16 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 16, 6 lb uplift at joint 1, 67 lb uplift at joint 17, 40
lb uplift at joint 24, 32 lb uplift at joint 25. 28 lb uplift at joint 26. 31 lb uplift at joint 27. 23 lb uplift at joint 28, 47 lb uplift at joint 29, 50 lb uplift at joint 20, 28 lb
uplift at joint 19 and 46 lb uplift at joint 16.
LOAD CASE(S) Standard
B6120009
T Ype I Qty I Ply 1 10. .
GABLE
Page
-1-6-0 5-8-0 11-4-0 12-10-0
1-6-0 5-8-0 5-8-0 1-6-0
Salt " 11
3X4 =
11-4-0
11-4-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.20
Vert(LL) -0.01
10 n/r 120
MT20 220/195
TCDL 10.0
lumber Increase
1.15
BC 0.08
Vert(TL) -0.01
10 n/r 120
BCLL 0.0
Rep Stress Incr
NO
WB 0.02
Horz(TL) 0.00
9 n/a n1a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 49lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 6.0.0 oc purlins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 DF No.1&Btr
REACTIONS (Ib/size) 2=311/11-4-0, 9=351/11-4-0,13=134/11-4-0,12=110111-4-0,15=173/11-4-0,14=146/11-4-0, 11=291/11-4-0
Max Horz2=-60(load case 6)
Max Uplift2=-61(load case 5). 9=-67(load case 6),14=-50(load case 5). 11=-24(load case 6)
Max Grav2=311(load case 1). 9=351(load case 1).13=134(load case 1).12=110(load case 1), 15=174(load case 7), 14=155(load case 7).11=295(load case 8)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3=-107/18, 3-4=-96/37, 4-5=-68/51, 5-6=-93/48, 6-7=-89/44, 7-8=-98/37, 8-9=-129/28, 9-10=0/58
BOT CHORD 2-15=0/68,14-15=0/68,13-14=0/68,12-13=0/68, 11-12=0/68, 9-11=0/68
WEBS 5-13=-104/1, 7-12=-87/1.3-15=-161/41, 4-14=-125/50, 8.11=-239/67
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf. BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone: cantilever left and right exposed. end
vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) All plates are 1x4 MT20 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 61 lb uplift at joint 2, 67 lb uplift at joint 9.50 lb uplift at joint 14 and
24 lb uplift at joint 11.
LOAD CASE(S) Standard
B6120009. IT10
, LLC, Rexburg, ID
1- 1' 11 141111111110'
s Oct 9 2006 MiTek Industries. Inc. Mon
-1-6-0 5-8-0 11-4-0 12-10-0
1-6-0 5-8-0 5-8-0 1-6-0
$ale • 1:23
4�
3
5-8-0
5-8-0
114-0
5-8-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (foe) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.27
Vert(LL) -0.04
6 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.27
Vert(TL) -0.08
2-6 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.31
Horz(TL) 0.05
4 n1a n/a
BCDL 10.0
Code IBC20001ANS195
(Matrix)
Weight: 40lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 5-5-5 oc purfins.
BOT CHORD 2 X 4 DF No.i&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
REACTIONS (lb/size) 2=754/0-5.8, 4=754/0-5-8
Max Horz 2=49(load case 6)
Max Upl==-73(load case 5). 4=-73(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/55, 2-3=-1384/0, 3-4=-1384/0, 4-5=0/55
BOT CHORD 2-6=0/1172.4-6=0/1172
WEBS 3-6=0/692
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf, Category II; Exp B; enclosed: MWFRS gable end zone: cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 4.
LOAD CASE(S) Standard
B6120009-
1
10 \405/
6.400 s Oct 9 2006 MiTek Industries, Inc. Mon Feb 1913:32:14
-1-6-0 5-8-0 11-9-14 17-5-9 23-7-12 25-1-12
1-6-0 5-8-0 6-1-14 5-7-11 6-2-3 1-6-0
sa,e • ,
4xs =
A
5-8-0 10-10-8 17-5-9 23-7-12
5-8-0 5-2-8 6-7-1 6-2-3
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Udefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.43
Vert(LL) -0.21 9-10 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.66
Vert(TL) -0.34 9-10 >828 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(TL) 0.18 6 n1a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 132lb
LUMBER
BRACING
TOP CHORD 2 X 4 OF No.1&Btr
TOP CHORD Sheathed or 3.0-11 oc purtins.
BOT CHORD 2 X 4 OF No.1&Btr
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 OF Stud/Std
WEBS 1 Row at midpt 3-9
OTHERS 2 X 4 OF No.1 &Btr
REACTIONS (lb/sae) 2=1431/0-5-8, 6=1431/0-5-8
Max Herz 2=-1 01 (load case 6)
Max Uplift2=-87(load case 5), 6=-87(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0155, 2-3=-3945/90, 3-4=-1617/56, 4-5=-1481/75, 5-6=-2215/36, 6-7=0/59
BOT CHORD 2-10=-10213487, 9-10=-10313483, 8-9=0/1854, 6-8=0/1854
WEBS 3-10=0/1754. 3-9=2321/149, 4-9=0l734. 5-9=-751/92, 5-8=0/269
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf: BCDL=6.Opsf, Category II: Exp B; enclosed; MWFRS gable end zone: cantilever left and right exposed: end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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 MTek *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) All plates are 1x4 MT20 unless otherwise Indicated.
6) Gable studs spaced at 2-0.0 oc.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 87 lb uplift at joint 6.
LOAD CASE(S) Standard
Job Truss T��ype oty Ply 0
B6120009 T12 SPECIAL 1 1
s Oct 9 2006 MiTek Industries, Inc. Mon
-1-6-0 5-8-0 11-9-14 17-5-9 23-7-12 25-1-12
1-6-0 5-8-0 6-1-14 5-7-11 6-2-3 1-6-0
Scats • 1
&t =
4
5-8-0 10-10-8 17-5-9 23-7-12
5-8-0 5-2-8 6-7-1 6-2-3
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) !/dell Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.43
Vert(LL) -0.21 9-10 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.66
Vert(TL) -0.34 9-10 >828 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(TL) 0.18 6 n/a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 104lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD Sheathed or 3-0-11 oc pudins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
WEBS 1 Row at midpt 3-9
REACTIONS (Ib/size) 2=1431/0-5-8, 6=1431/0-5.8
Max Horz2=-101(load case 6)
Max Uplift2=-87(load case 5), 6=-87(load case 6)
FORCES Ob) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/55, 2-3=-394SW. 3-4=-1617/56, 4-5=-1481/75, 5-6=-2215/36, 6-7=0/59
BOT CHORD 2-10=-102/3487, 9-10=-103/3483, 8-9=0/1854, 6-8=0/1854
WEBS 3-10=011754, 3.9=-2321/149, 4-9=01734, 5-9=-751/92, 5.8=01269
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone: cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
4) Bearing at jolnt(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at it(s) 2 and 6.
LOAD CASE(S) Standard
JOD Truss T pe
B6120009 • IT12A SPECIAL
2
Ronald E. Kinville 6.400 s Oct 9 2006 MiTek Industries. Inc, Mon Feb 191
5-8-0 11-9-14 17-5-9 23-7-12 25-1-12
5-8-0 6-1-14 5-7-11 6-2-3 1-6-0
smw-1
4Y0 =
3
Dr
5-8-0 10-10-8 17-5-9 23-7-12
5-8-0 5-2-8 6-7-1 6-2-3
LOADING (pst)
SPACING
2-0-0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.49
Vert(LL) -0.22
8-9 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.71
Vert(TL) -0.34
8-9 >817 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(TL) 0.18
5 n/a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Matrix)
Weight: 102lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 2-11-8 oc purtins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std
WEBS
1 Row at midpt 2-8
REACTIONS (lb/size) 1=1270/0-5-8, 5=1437/0-5-8
Max Horz 1=-109(ioad case 6)
Max Upliftl=-30(load case 5). 5=-87(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=4034/127, 2-3=-1632/56, 3-4=-1493/80, 4-5=-2228/37, 5-6=0/59
BOT CHORD 1-9=-140/3578, 8-9=-140/3571, 7-8=0/1865, 5-7=0/1865
WEBS 2-9=-5/1816, 2-8=-2403/183, 3-8=0/750, 4-8=-751/92, 4-7=0/269
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=19ft: TCDL=6.Opsf: BCDL=6.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
5) One RT7 USP connectors recommended to connect truss to bearing wails due to uplift at A(s)1 and 5.
LOAD CASE(S) Standard
J00 Truss �qwvype
B6120009 IT128 I SPECIAL
2 1 1
s
1
5-8-0 11-9-14 17-5-9 23-7-12
5-8-0 6-1-14 5-7-11 6-2-3
Scam -1
ate =
3
a
eau r 500 =
laa II Sao c
5-8-0 10-10-8 17-5-9 23-7-12
5-8-0 5-2-8 6-7-1 6-2-3
LOADING (psf)
SPACING
240-0
CSI
DEFL In (loc) Udefi Ud
PLATES GRIP
TCLL 36.0
Plates Increase
1.15
TC 0.49
Vert(LL) -0.22
7-8 >999 240
MT20 220/195
TCDL 10.0
Lumber Increase
1.15
BC 0.72
Vert(TL) -0.34
7-8 >810 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.81
Horz(TL) 0.18
5 n/a n/a
BCDL 10.0
Code IBC2000/ANSI95
(Mabix)
Weight: 99lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Sheathed or 2-11-7 oc pudins.
BOT CHORD 2 X 4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2 X 4 DF Stud/Std
WEBS
1 Row at midpt 2-7
REACTIONS Ob/size) 1=1275/0.5-8, 5=1275/0.5-8
Max Horz 1=81(load case 5)
Max UpliR1=31(load case 5), 5=-31goad case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=4058/136, 2-3=-1644/61, 3-4=-1503/80, 4-5=-2270/55
BOT CHORD 1-8=-158/3599, 7-8=-158/3592.6-7=0/1908, 5-6=0/1908
WEBS 2-8=-14/1827, 2-7=-2416/192, 3-7=0/763, 4-7=-790/109. 4-6=0/273
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 90mph: h=19ft: TCDL-6.Opsf. BCDL=6.Opsf: Category II; Exp B; enclosed: MWFRS gable end zone: cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal 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) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) One RT7 LISP connectors recommended to connect truss to bearing walls due to uplift at jt(s)1 and 5.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Dry
Ply
REXMIODEN VALLEY SPEC 3/17 DIG (ID) R
F5508
D2
ROOFTRUSS
1
t
"
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MITek Industries, Inc. Fn Mar 17 09:57:43 2006 Page 1
4-7-12 9-0-0 12-0-0 { 17-8-1 24-0-0
4.6
4-7-12 4-4-4 3-0-0 5-8-1 6-3-15
44 = Sao = t<ee
• 4 r
3-0-0 5-8-1
6-3-15
LOADING (psf)
SPACING 2-0-0
CSI
DEFT
in
(too)
I/de0
L/d
PLATES GRIP
TCLL 35.0
(Roof Snow=35.0)
Plates Increase 1.15
TC 0.96
Verf(LL)
-0.36
7-8
>779
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
Sc 0.99
Verl(TL)
-0.57
7-8
>495
180
BCLL 0.0
Rep Stress Incr YES
WB 0.67
Horz(TL)
0.36
6
n/a
n/a
BCDL
Code IRC2003riP12002
(Matrix)
Weight: 98 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD
WEBS 2 X 4 SPF Stud/Std *Except*
W62 X4 SPF 165OF 1.5E, W12 X 4 SPF 165OF 1.5E WEBS
REACTIONS (lb/size) 6=120510-5-8, 10=1205/Mechanical
Max Hom 10=-139(load case 8)
Max Uplift6=-81(load case 8). 10=-60(load case 7)
Max Grav6=1563(load case 3), 10=1217(load case 2)
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 6-7.
1 Row at midpt 4-9, 5-8, 2-10
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-217/42, 2-3=-1509/80, 3-4=1566/94, 4-5=3131/87, 5-6=-4868/207, 1-10=315/43
BOT CHORD 9-10=-43/1067, 8-9=0/2719, 7-8=-136/4274, 6-7=-137/4285
WEBS 2-9=0/548, 3-9=-27/1111, 4-9=-2203/110, 4-8=-0/1807, 5-8=-1502/197, 5-7=0/238, 2-10=-1502/85
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (Flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Refer to girders) for truss to truss connections.
7) Bearing at joint(s) 6 considers parallel to gmin value using ANSI/TP11 angle to grain formula. Building designer should verify
capacity of bearing surface. _
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 Ito uplift at joint 6 and It lift Sri n E— i1,7
joint 10. �' J1 LC, LV' U L
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 an1d R802.10.2 ��
referenced standard ANSIITPI 1. I LOAD CASE(S) Standard SEP 2 2 2i" J
0600475
495 Woodbridge St -Jensen CITY OFEXBURu
Job
Truss
Truss Type
Qty
Ply
REXIHIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
D3
ROOF TRUSS
3
1
Jab Reference (optional)
STOCK COMPONENTS -IF, Idaho Fags, ID 83403. DAN 6.200 s Feb 112005 MTek Industries, Inc. Fri Mar 17 09:57:44 2006 Page 1
4-7-12 9-0-0 1 12-0-0 1 17-8-1 24-0-0 26-0-0
4x6
4-7-12 4-4-4 3-0-0 5-8-1 6-3-15 2-0-0
Scale =1:43.0
46 =
9-0-0 i 12-0-0 i 17-8-1 24-0-0
9-0-0
3-0-0 5-8-1
6-3-15
0
d
N
M
Ii
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
CSI
DEFL
in (loc) I/deft Ud
PLATES GRIP
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.79
Vert(LL)
-0.36 8-9 >790 240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.77
Vert(TL)
-0.57 8-9 >499 180
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(TL)
0.35 6 n/a n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 101 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins,
BOT CHORD 2 X 4 SPF 165OF 1.5E
except end verticals.
WEBS 2 X 4 SPF Stud/Std 'Except'
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W6 2 X 4 SPF 165OF 1.5E, W1 2 X 4 SPF 1650F 1.5E
WEBS
1 Row at midpt 4-10, 2-11
REACTIONS (lb/size) 6=1412/0-5-8, 11=1195/Mechanical
Max Horz 11=-182(load case 8)
Max Uplift6=-168(load case 8), 11=-59(load case 7)
Max Grav6=1882(load case 3), 1 1=1216(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-217/42, 2-3=-1491/73, 3-4=-1540/88, 4-5=-3075/60, 5-6=-4657/96, 6-7=0/136, 1-11=-315/43
BOT CHORD 10-11=-28/1057, 9-10=0/2672, 8-9=0/4071, 6-8=0/4069
WEBS 2-10=0/535, 3-10=-12/1093, 4-10=-2169/62, 4-9=0/1753, 5-9=-1348/149, 5-8=0/232, 2-11 =-1 486/80
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C. enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 6 and 59 lb uplift at
joint 11.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
REXMIDOEN VALLEY SPEC 3/17 DG (ID) R
F5508
D4
ROOF TRUSS
10
1
"
Job Reference (optional)
STOCK UUMPUNENT5-IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Fri Mar 17 09:57:45 2006 Page 1
-2-0-0 6-5-8 1 10-7-12 15-0-0 18-0-0 23-8-1 30-0-0 32-0-0
2-0-0 6-5-8 4-2-4 4-4-4 3-0-0 5-8-1 6-3-15 2-0-0
Scale=1:55.9
05 =
5x10 M720H=
6-5-8 15-0-0 18-0-0 23-8-1 30-0-0
6-5-8 8-6-8 3-0-0 5-8-1 6-3-15
LOADING (psf)
TCLL 35.0
SPACING
2-0-0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.93
Vert(LL)
-0.3510-11
>788
240
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.74
Vert(TL)
-0.53 10-11
>525
180
MT20H 148/108
BCLL 0.0
Rep Stress Incr
YES
WB 1.00
Horz(TL)
0.32 8
n/a
n/a
BCDL 8.0
Code IRC2003ITP12002
(Matrix)
Weight: 118 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E 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 5-9-5 oc bracing.
WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 4-13, 6-12
REACTIONS (lb/size) 13=2164/0-5-8, 8=1248/0-5-8
Max Horz 13=113(load case 7)
Max Upliftl 3=-222(load case 7), 8=-171(load case 8)
Max Grav 13=2640(load case 2), 8=1830(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-272/1751, 3-4=-189/1694, 4-5=-1270/59, 5-6=-1382/59, 6-7=-2862/33, 7-8=-4456/105, 8-9=0/136
BOT CHORD 2-13=-1392/325,12-13=-357/639, 11-12=0/2476, 10-11=0/3888, 8-10=0/3887
WEBS 3-13=-749/138, 4-13=-2133/169, 4-12=0/660, 5-12=-67/951, 6-12=-2090/62, 6-11=0/1666, 7-11 =-1 361/149.
7-10=0/232
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 13 and 171 lb uplift
at joint 8.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
REXMIDOEN VALLEY SPEC 3/17 DG (lD) R
F5508
E1G
ROOF TRUSS
1
1
Job Reference (optional)
STUCK UUMPUNtN I S-lF, wano Falls, IU 53403, UAN 6.200 s Feb 112005 M�Tek Inclustries, Inc. Fri Mar 17 09:57:47 2006 Page 1
-2-0-0 12-0-0 24-0-0 26-0-0
2-0-0 12-0-0 12-0-0
U4 =
24-0-0
24-0-0
2-0-0
Scale=1:45.5
Plate Offsets MY): [2:0-1-11,Edgel, [14:0-1-11,Edge),
[21:0-2-8,0-3-0)
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.71
Vert(LL) -0.12
15 n/r 120
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.31
Vert(TL) -0.13
15 n/r 90
BCLL 0.0
Rep Stress Incr NO
WB 0.15
Horz(TL) 0.00
14 n/a n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 102 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 2=384/24-0-0, 21=186/24-0-0, 22=203/24-0-0, 23=206/24-M, 24=196/24-0-0, 25=235/24-0-0, 26=84/24-0-0
20=203/24-0-0, 19=206/24-0-0, 18=196/24-0-0, 17=235/24-0-0, 16=84/24-0-0, 14=384/2440-0
Max Horz 2=98(load case 7)
Max Uplift2=-106(load case 7), 22=-30(load case 7), 23=-37(load case 7), 24=-29(load case 7), 25=-54(load case 7),
26=-193(load case 9), 20=-28(load case 8),19=-38(load case 8), 18=-29(load case 8), 17=-54(load case 8),
16=-193(load case 9), 14=-124(load case 8)
Max Grav2=579(load case 2), 21=186(load case 1), 22=309(load case 2), 23=299(load case 2), 24=285(load case 2),
25=346(load case 2), 26=111(load case 2), 20=309(load case 3), 19=299(load case 3), 18=285(load case 3)
, 17=346(load case 3), 16=111(load case 3), 14=579(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-111/41, 34=-70/50, 4-5=-79171, 5-6=-77/91, 6-7=-77/112, 7-8=-82/129, 8-9=-82/124, 9-10=-77/94,
10-11=-77/61, 11-12=-79/39, 12-13=-70/49,13-14=-111/17, 14-15=0/140
BOT CHORD 2-26=0/97, 25-26=0/97, 24-25=0/97, 23-24=0/97, 22-23=0/97, 21-22=0/97, 20-21=0/97, 19-20=0/97, 18-19=0/97,
17-18=0/97, 16-17=0/97,14-16=0/97
WEBS 8-21=-154/0, 7-22=-277/50, 6-23=-265/55, 5-24=-260/51, 4-25=-287/62, 3-26=-178/87, 9-20=-277/48,10-19=-265/56
,11-18=-260/51, 12-17=-287/62, 13-16=-178/87
NOTES
1) 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"
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2, 30 lb uplift at
joint 22, 37 lb uplift at joint 23, 29 lb uplift at joint 24, 54 lb uplift at joint 25, 193 lb uplift at joint 26, 28 lb uplift at joint 20, 38 lb
uplift at joint 19, 29 lb uplift at joint 18, 541b uplift at joint 17, 193 lb uplift at joint 16 and 124 lb uplift at joint 14.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
Continuees on page Z and ANSIITPI 1.
Job
Truss
Truss Type
city
Pry
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
E1
ROOF TRUSS
10
1
Job Reference (optional)
STOOK COMPONENTS -IF, Idaho Falls, ID 83403. DAN 6.200 s Feb 112005 MTek Industries, Inc. Fri Mar 17 09:57:47 2006 Page 1
-2-0-0 6-3-4 12-0-0 17-8-12 24-0-0 26-0-0
2-0-0 6-3-4 5-8-12 5-8-12 6-3-4 2-0-0
Scale=1:45.5
06=
Ig
,.DX4 II axis = 1=4 11
6-3-4 12-0-0 1748-12 24-0-0
6-3-4 5-8-12 5-8-12 6-3-4
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.76
Vert(LL)
-0.09
9
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.37
Vert(TL)
-0.17
8-9
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.84
Horz(TL)
0.07
6
n/a
n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 91 lb
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
REACTIONS (lb/size) 2=1398/0-5-8, 6=1398/0-5-8
Max Horz 2=98(load case 7)
Max Uplift2=-163(load case 7), 6=-163(load case 8)
Max Grav 2=1 724(load case 2), 6=1724(load case 3)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/142, 2-3=-2302/96, 3-4=-1429/112, 4-5=-1429/112, 5-6=-2302/96, 6-7=0/142
BOT CHORD 2-10=-76/1877.9-10=-76/1877.8-9=-9/1877, 6-8=-9/1877
WEBS 3-10=0/224, 3-9=-951/94, 4-9=-2/687, 5-9=-951/94, 5-8=0/224
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 163 lb uplift at joint 2 and 163 lb uplift
at joint 6.
8) This truss is designed in accordance with the 2003 International Residential Cade sections R502.11.1 and R802.10.2 and
referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
REXIHIDDEN VALLEY SPEC 3117 DG (ID) R
F5508
D4G
ROOF TRUSS
1
1
Job Reference (optional)
STOCK COMPONENTS-11F, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MITek Industries, Inc. Fri Mar 17 09:57:45 2006 Page 2
NOTES
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASE(S) Standard
Job
Truss,'
Truss Type
Qty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
Al G
ROOF TRUSS
1
1
Job Reference (optional)
STACK COMPONENTS -IF, Idaho Falls, ID 83403, DAN
6.200 S Feb 11 2005 Mi I eK Industries, inc. i-n Mar 17 09:57:31 2006 Page 1
-2-0-0 6-0-0 12-0-0 14-0-0
2-0-0 6-0-0 6-0-0 2-0-0
Scale=1:26.2
U4 =
I�
12-0-0
12-0-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.71
Vert(LL)
-0.12 9 n/r 120
MT20 197/144
(Roof Snow=35.0)
Lumber Increase
1.15
BC 0.31
Vert(TL)
-0.13 9 n/r 90
TCDL 8.0
Rep Stress Incr
NO
WB 0.08
Horz(TL)
0.00 8 n/a n/a
BCLL 0.0
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 43 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 2=383/12-0-0, 8=383/12-0-0, 12=171/12-0-0,13=237/12-0-0,14=84/12-0-0,11=237/12-0-0, 10=84/12-0-0
Max Horz 2=66(load case 7)
Max Upl1ft2=-130(load case 7), 8=-143(load case 8), 13=-54(load case 7), 14=-194(load case 9), 11=-53(load case 8),10=-194(load case 9)
Max Grav2=578(load case 2), 8=578(load case 3), 12=171(load case 1), 1 3=360(load case 2), 14=108(load case 2), 11=360(load case 3), 10=108(load case
3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-110/34, 3-4=-66/53, 4-5=-83/73, 5-6=-83/69, 6-7=-66/52, 7-8=-110/22, 8-9=0/140
BOT CHORD 2-14=-4/62, 13-14=-4162,12-13=-4/62,11-12=-4/62, 10-11=-4/62, 8-10=-4/62
WEBS 5-12=-148/0, 4-13=-302/62, 3-14=-175/87, 6-11=-302/61, 7-10=-175/87
NOTES
1) 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"
2) TCLL: ASCE 7-98; Pf=35.0 psf (fiat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 143 lb uplift at
joint 8, 54 lb uplift at joint 13, 194 lb uplift at joint 14, 53 lb uplift at joint 11 and 194 lb uplift at joint 10.
11) This truss is designed in accordance with the 2003 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
Qty
Ply
REXIHIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
D4G
ROOF TRUSS
1
1
'
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MiTek Industries, Inc. Fri Mar 17 09:57:45 2006 Page 1
-2-0-0 15-0-0 30-0-0 32-0-0
2-0-0 15-0-0 15-0-0
US =
5x5 =
30-0-0
30-0-0
1-1
2-0-0
Scale =1:56.2
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc) I/deft Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.86
Vert(LL)
-0.12 17 n/r 120
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.79
Vert(TL)
-0.13 17 n/r 90
BCLL 0.0
Rep Stress Incr
NO
WB 0.54
Horz(TL)
-0.05 16 n/a n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight:138 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puriins.
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD Rigid ceiling directly applied or 4-5-15 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
WEBS
1 Row at midpt 9-24
REACTIONS (lb/size) 24=1060/24-0-0, 25=257/24-0-0, 26=271/24-0-0, 27=-184/24-0-0, 28=832/24-0-0, 23=277/24-0-0,
22=178/24-0-0, 21=209/24-0-0, 20=202/24-0-0,19=210/24-0-0, 18=210/24-0-0,16=-107/24-0-0
Max Horz 28= 1 14(load case 7)
Max Uplift24=42(load case 7), 25=-37(load case 7), 26=-43(load case 7), 27=-266(load case 2), 28=-111(load case 7)
, 23=-28(load case 8), 22=-36(load case 8), 21=-35(load case 8), 20=-30(load case 8), 19=-52(load case 8),
18=-100(load case 9),16=-645(load case 2)
Max Grav24=1461(load case 2), 25=388(load case 2), 26=393(load case 2), 27=12(load case 7), 28=1208(load case
2), 23=328(load case 3), 22=290(load case 3), 21=299(load case 3), 20=294(load case 3), 19=310(load
case 3),18=282(load case 3), 16=453(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-281/1619, 3-4=-246/1679, 4-5=-222/1757, 5-6=-173/1556, 6-7=-151/1675, 7-8=-117/1668,
8-9=-83/1605, 9-10=-7811574, 10-11=-100/1618,11-12=-119/1600, 12-13=-140/1604, 13-14=-161 /1604,
14-15=-181/1604, 15-16=-209/1614,16-17=0/140
BOT CHORD 2-30=-1428/321, 29-30=-1428/321, 28-29=-14281321, 27-28=-1428/208, 26-27=-1428/208, 25-26=-1428/208,
24-25=-1428/208, 23-24=-1428/208, 22-23=-1428/208, 21-22=-1428/208, 20-21=-1428/208, 19-20=-1428/208,
18-19=-1428/208, 16-18=-14281208
WEBS 9-24=-1423/91. 8-25=-378/58, 7-26=-281/56, 6-27=0/65, 5-28=-715/92, 4-29=-117/34, 3-30=-144/46, 10-23=-296/47,
11-22=-258/56, 12-21=-266/53, 13-20=-266/52,14-19=-262/59,15-18=-289/48
NOTES
1) 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"
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 24, 37 lb uplift at
joint 25, 43 lb uplift at joint 26, 266 lb uplift at joint 27, 111 lb uplift at joint 28, 28 lb uplift at joint 23, 36 lb uplift at joint 22, 35 lb
uplift at joint 21, 30 lb uplift at joint 20, 52 lb uplift at joint 19, 100 lb uplift at joint 18 and 645 lb uplift at joint 16.
�0�lon �tandard baring condition. Review required.
o roue on page
Job
Truss
Truss Type
Oty Ply
REXMIDDEN VALLEY SPEC 3117 OG (ID) R
F5508
C1G
ROOFTRUSS
1 1
Job Reference (optional)_
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MITek Industnes, Inc. Fn Mar 17 09:57:39 2006 Page 1
I
-2-0-0 8-0-0 16-0-0 184-0
2-0-0
4.4 =
:rf
2-0-0
sale =132.6
a
LOADING (psf)
SPACING 2.0.0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1A5
TC 0.71
Ve t(LL)
-0.12
11
n/r
120
MT20 1971144
(Roof Snow=35.0)
Lumber Increase 1.15
BC 0.31
Ven(TL)
-0.13
11
n/r
90
TCDL 8.0
Rep Stress Incr NO
WB 0.08
Horz(TL)
0.00
10
n/a
n/a
BCLL 0.0
crrn A n
Code IRC2003/TPI2002
(Matrix)
Weight: 61 Ito
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF StudtStd
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 2=384/16-0-0,10=384/16-0-0, 15=189/16-0-0, 16=196/16-0-0, 17=235/16-0-0, 18=84/16-0-0, 14=196/16-0-0, 13=235/16-0.0, 12=84/16-0-0
Max Horz2=76(load case 7)
Max Uplift2=-122(load case 7), 10=-137(load case 8), 16=-28(load rase 7), 17=-54(load case 7), 18=-193(load rase 9), 14=-27(load case 8), 13=-55(load
case 8), 12=-193(load was 9)
Max Grav2=578(load case 2), 10=578(load case 3), 15=189(load case 1), 16=298(load case 2), 17=344(load case 2), 18=111(load case 2), 14=298(load
case 3), 13=344(load case 3), 12=111(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-111/36, 3-0=-69152, 4-5=-78/74, 5-0=-82/92, 6.7=-82/87, 7-8=78/56, 8-9=-69/49, 9-10=-111/21,
10-11=0/140
BOT CHORD 2-18=-0//3, 17-18=-0173, 16-17=-0/73, 15-16=-0/73, 14-15=-0/73, 13-14=-0/73, 12-13=-0/73, 10-12=-0/73
WEBS 6-15=-155/0, 5-16=274/50, 4-17=-285/63, 3-18=-179/87, 7-14=-274/49, 8-13=-285/63, 9-12=-179/87
NOTES
1) 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"
2) TCLL: ASCE 7.98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221b uplift at joint 2, 1371b uplift at
joint 10, 28 lb uplift at joint 16, 54 lb uplift at joint 17, 1931b uplift at joint 18. 27 lb uplift at joint 14, 55 lb uplift at joint 13 and 193
lb uplift at joint 12.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Jab
Truss
Truss Type
Qty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
C2
ROOF TRUSS
1
2
Jab Reference a banal
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 5.Z00 s I-eD 11 Z005 Mt I eK Inaustnes, tnc. t-n mar 1 / 09:57:40 2095 Page Z
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 14=43, 4-7=-43, 2-6=-583(F=-575)
Job
Truss
Truss Type
Qty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
'
C2
ROOF TRUSS
1
2
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 11 2005 MTek Industries, Inc. Fri Mar 17 09:57:40 2006 Page 1
-2-0-0 4-5-4 8-0-0 11-6-12 16-0-0 18-0-0
2-0-0 4-5-4
3-6-12 3-6-12
4x5 II
4-5-4 2-0-0
Scale=1:32.6
E
4-5-4 8-0-0 11-6-12 16-0-0
4-5-4 3-6-12 3-6-12 4-5-4
LOADING (psf)
SPACING 1-0-0
CSI
DEFL
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.35
Vert(LL)
-0.11
9-10
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.44
Vert(TL)
-0.18
9-10
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.67
Horz(TL)
0.05
6
n/a
n/a
BCDL 8.0
Code IRC2003frPI2002
(Matrix)
Weight: 154 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD
WEBS 2 X 4 SPF Stud/Std *Except*
W3 2 X 4 SPF 1650F 1.5E
REACTIONS (lb/size) 2=4962/0-5-8, 6=4962/0-5-8
Max Horz 2=39(load case 7)
Max Uptift2=499(load case 7), 6=-499(load case 8)
Max Grav2=5093(load case 2), 6=5093(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/76, 2-3=-7919/712, 3-4=-5532/520, 4-5=-5532/520, 5-6=-7919/712, 6-7=0/76
BOT CHORD 2-10=-624/6995, 9-10=-624/6995, 8-9=-613/6995, 6-8=-613/6995
WEBS 3-10=-193/2234. 3-9=-2463/229, 4-9=-431/4719, 5-9=-2463/230, 5-8=-193/2234
Structural wood sheathing directly applied or 5-1-8 oc purtins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) 2-ply truss to be connected together with 0.1 31"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 6 - 2 rows at 0-7-0 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; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 2 and 499 lb uplift
at joint 6.
10) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSVTPI 1.
11) Girder carries tie-in span(s): 24-0-0 from 0-0-0 to 16-0-0
LOAD CASE(S) Standard
Continued on page 2
Job
Truss
Truss Type
Oty
Ply
REX/NIDDEN VALLEY SPEC 3117 DG (ID) R
F5508
'
B3
ROOF TRUSS
1
2
Jab Reference (optional)
s I ULOK t.;vMruivtry i s-ir, iaano raps, Iu Os"ws, wuv o.zuu s reo .i-i zuuo nnn eK inousuzes, inc. rn mar i i uxarsr zuuo rage z
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert: 1-4=43, 4-6=-43, 2-6=-583(F=-575)
Job
Truss
Truss Type
Qty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
B2
ROOF TRUSS
3
1
•
Job Reference (optional)
s i cr.:K I:UMrUNt--N I Zi-ir, loan raus, to ajqus, uAN
o.cuu s r00 1-1 cuuZ) mnCK mausox;s, Inc. rn Hoar I i W.W.Jo zuun rage 1
-2-0-0 , 6-3-4 , 12-0-0 17-8-12 , 24-0-0 ,
2-0-0 6-3-4 5-8-12 5-8-12 6-3-4
Scale=1:42.4
4A =
4
Ig
6-3-4 12-0-0 17-8-12 -- 24-0-0
6-3-4 5-8-12 5-8-12 6-3-4
Plate Offsets (X,YY [2:0-1-5,Edgel, [6:0-1-5,Edgel, 8:0-4-0,0-3-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.76
Vert(LL)
-0.12
6-7
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.64
Vert(TL)
-0.21
6-7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(TL)
0.07
6
n/a
n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 88 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 6=1191/0-5-8, 2=1408/0-5-8
Max Horz 2=110(load case 7)
Max Uplift6=-75(load case 8), 2=-163(load case 7)
Max Grav6=1405(load case 3), 2=1726(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/142, 2-3=-2306/97, 3-4=-1448/122.4-5=-1450/113, 5-6=-2411/133
BOT CHORD 2-9=-90/1881, 8-9=-90/1881, 7-8=-62/1988, 6-7=-62/1988
WEBS 3-9=0/225, 3-8=-952/94, 4-8=-15/711, 5-8=-1050/127, 5-7=0/230
Structural wood sheathing directly applied or 3-7-2 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads.
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 75 lb uplift at joint 6 and 163 lb uplift at
joint 2.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
aty
Ply
REXIHIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
63
ROOF TRUSS
1
2
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MTek Industries, Inc. Fri Mar 17 09:57:37 2006 Page 1
-2-0-0 6-5-4 12-0-0 17-6-12 24-0-0
2-0-0 6-5-4 5-6-12 5-6-12 6-5-4
Scale a 1:42.2
5x6 II
3
6-5-4 i 12-0-0 i 17-6-12 24-0-0
6-5-4
Plate
5-6-12
5-6-12
LOADING (psf)
SPACING
1-0-0
CSI
DEFL
in (loc)
I/deft
Ud
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.98
Vert(LL)
-0.25 8-9
>999
240
TCDL 8.0
Lumber Increase
1.15
BC 0.79
Vert(TL)
-0.42 8-9
>666
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.89
Horz(TL)
0.11 6
n/a
n/a
or�n� o n
Code IRC2003ITP12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except'
T2 2 X 4 SPF 2100F 1.8E
BOT CHORD 2 X 6 DF 240OF 2.0E
WEBS 2 X 4 SPF 1650F 1.5E'Except*
W2 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 6=7362/0-5-8, 2=7470/0-5-8
Max Horz 2=56(load case 7)
Max Uplift"=-687(load case 8), 2=-731(load case 7)
Max Grav6=7468(load case 3), 2=7629(load case 2)
6-5-4
PLATES GRIP
MT20 197/144
Weight: 225 lb
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/76, 2-3=-12586/1146, 3-4=-8464/803, 4-5=-8465/799, 5-6=-12651/1167
BOT CHORD 2-9=-1024/11156, 8-9=-1024/11156, 7-8=-1012/11220, 6-7=-1012/11220
WEBS 3-9=-318/3658, 3-8=-4264/410, 4-8=-671 /7270, 5-8=-4328/428, 5-7=-324/3693
NOTES
1) 2-ply truss to be connected together with 0.1 31"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 6 - 2 rows at 0-7-0 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; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 687 lb uplift at joint 6 and 731 lb uplift
at joint 2.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
11) Girder carries tie-in span(s): 24-0-0 from 0-0-0 to 24-0-0
'iffiWW ff QR? ldard
Job
Truss
Truss Type
Qty
Pty
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
C1
QUEENPOST
4
1
Job Reference (optional)
s i vur. uumruntN 10-1r, ioano rails, w as4u.3, UAN
o.Guu s reu 7 1 LUU.7 wn iun muubumb, uic. rn mar -i i ua.arsc zuuo rage 1
-2-0-0 4-3-4 , 8-0-0 _ , 11-8-12 16-0-0 18-0-0 ,
2-0-0 4-3-4 3-8-12 3-8-12 4-3-4 2-0-0
Scale =1:3Z6
05 =
4
10,
8-0-0 16-0-0
8-0-0 8-0-0
Plate Offsets (X,YY
[2:0-1-5,Edge], [6:0-1-5,Edge]
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.76
Vert(LL)
0.07
6-8
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.37
Vert(TL)
-0.15
2-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(TL)
0.03
6
n/a
n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 58 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 2=990/0-5-8, 6=990/0-5-8
Max Horz 2=76(load case 7)
Max Uplift2=-139(load case 7), 6=-139(load case 8)
Max Grav 2=1 253(load case 2), 6=1253(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/142.2-3=-1395/65, 3-4=-912/49, 4-5=-912/49, 5.6=-1395/66, 6 7=0/142
BOT CHORD 2.8=-39/1110, 6-8=-4/1110
WEBS 3-8=-499/77, 4-8=0/395, 5-8=-499/78
Structural wood sheathing directly applied or 5-8-7 oc pudins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (Bat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 139 lb uplift at joint 2 and 139 lb uplift
at joint 6.
8) This truss is designed in accordance with the 2003 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
Qty
Ply
REX/HIDDEN VALLEY SPEC 3/17 OG (ID) R
F5508
Al
ROOF TRUSS
1
1
Job Reference (optional)
o i ut,r% uuMruimcrV I J-Ir, roan raus, ru caqua. umN
o.cuu s rev i i zuuo mr r eK rnausates, inc. rn mar i r ua:5r:su zuuts rage i
i
1
-2-0-0 6-0-0 12-0-0 14-0-0
2-0-0 6-0-0 6-0-0 2-0-0
Scale=1:26.2
4x6 =
3
6-0-0 12-0-0
6-0-0 6-0-0
Ia
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.76
Vert(LL)
0.06
2-6
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.31
Vert(TL)
-0.06
4-6
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.13
Horz(TL)
0.01
4
n/a
n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 38 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD
WEBS 2 X 4 SPF Stud/Std r
REACTIONS (lb/size) 2=786/0-5-8, 4=786/0-5-8
Max Horz 2=66(load case 7)
Max Uplift2=-129(load case 7), 4=-129(load case 8)
Max Grav 2=1021(load case 2), 4=1021(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/142, 2-3=-776/29, 3-4=-776/29, 4-5=0/142
BOT CHORD 2-6=0/581, 4-6=0/581 -
WEBS 3-6=0/2S3
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33. —
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 129 lb uplift at joint 2 and 129 lb uplift
at joint 4.
8) This truss is designed in accordance with the 2003 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
city
Ply
REWHIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
B1G
ROOF TRUSS
1
1
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403. DAN 6.200 s Feb 112005 MTek Industries, Inc. Fri Mar 17 09:57:35 2006 Page 1
-2-0-0 6-3-4 12-0-0 17-8-12 24-0-0 26-0-0
2-0-0 6-3-4
5-8-12
U8 =
OW =
5-8-12
6-3-4 2-0-0
Scale = 1:45.5
6-3-4 12-0-0 i 17-8-12 i 24-0-0
6-3-4
5-8-12
5-8-12
6-3-4
M
Ia
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase
1.15
TC 0.87
Vert(LL) 0.08
6-8 >999 240
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.39
Vert(TL) -0.07
6-8 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.89
Horz(TL) 0.01
6 n/a n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 109 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
WEBS 2 X 4 SPF Stud/Std
10-0-0 oc bracing: 8-9,6-8.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 2=401/12-5-8, 12=388/12-5-8, 9=1146/12-5-8, 6=70510-5-8, 10=6/12-5-8, 11=34/12-5-8, 13=17/12-5-8, 14=103/12-5-8
Max Horz 2=-98(load case 8)
Max Uplift2=-130(load case 7), 12=-94(load case 7), 9=-58(load case 8), 6=-147(load case 8), 10=-6(load case 9), 14=-138(load case 9)
Max Grav2=664(load case 2), 12=757(load case 2), 9=1351(load case 3), 6=1049(load case 3), 1 0=24(load case 4), 11=77(load case 4), 13=79(load case 9)
, 14=127(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/140, 2-3=-278/136, 3-4=-146/339, 4-5=0/456, 5-6=-860/63, 6-7=0/142
BOT CHORD 2-14=-109/83,13-14=-109/83, 12-13=-109/83,11-12=-109/83, 10-11=-109/83, 9-10=-109/83, 8-9=0/602, 6-8=0/602
WEBS 3-12=-720/117, 3-9=-187/59, 4-9=-690/38, 5-9=-1000/94, 5-8=0/232
NOTES
1) 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"
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp Q Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 94 lb uplift at
joint 12, 58 lb uplift at joint 9,147 lb uplift at joint 6, 6 lb uplift at joint 10 and 138 lb uplift at joint 14.
10) This truss is designed in accordance with the 2003 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
aty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
131
ROOF TRUSS
2
1
Job Reference (optional)
5 I ULA wMVLJNtn i s-ir, iaano Taus, iu tss4us, uAN
b.zuu s rea ii zuuo miieK inausuies, inc. rn mar 1 f uworuz zauti rage 1
-2-0-0 6-3-4 12-0-0 17-8-12 24-0-0 26-0-0
2-0-0 6-3-4 5-8-12 5-8-12 6-3-4 2-0-0
Scale=1:45.5
4A =
4
1.50 a *XU = 1.ax4 n
6-3-4 12-0-0 17-8-12 24-0-0
6-3-4 5-8-12 5-8-12 6-3-4
Plate Offsets MY):
f2:0-1-5,Edge), I6:0-1-5,Ed4e], 9:0-4-0,0-3-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 35.0
(Roof Snow--35.0)
Plates Increase 1.15
TC 0.76
Vert(LL)
-0.09
9
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.37
Vert(TL)
-0.17
9-10
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.84
Horz(TL)
0.07
6
n/a
n/a
BCDL 8.0
Code IRC2003ITP12002
(Matrix)
Weight: 91 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
REACTIONS (lb/size) 2=1398/0-5-8, 6=1398/0-5-8
Max Hoe 2=-98(load case 8)
Max Uplift2=-163(load case 7), 6=-163(load case 8)
Max Grav2=1724(load case 2), 6=1724(load case 3)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/142, 2-3=-2302/96, 3-4=-1429/112, 4-5=-14291112, 5-6=-2302196, 6-7=0/142
BOT CHORD 2-10=-76/1877, 9-10=-76/1877, 8-9=-9/1877, 6-8=-9/1877
WEBS 3-10=0/224, 3-9=-951/94, 4-9=-2/687, 5-9=-951/94, 5-8=0/224
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
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 163 lb uplift at joint 2 and 163 lb uplift
at joint 6.
8) This truss is designed in accordance with the 2003 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
oty
Ply
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
D1
ROOF TRUSS
7
1
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, DAN 6.200 s Feb 112005 MITek Industries, Inc. Fri Mar 17 09:57:41 2006 Page 1
4-7-12 9-0-0 16-2-12 24-0-0
4-7-12 4-4-4 7-2-12 7-9-4
Scale=1:40.3
5x6 =
a
8 7 8 SX10
US - 5x8 = ISM 11
9-0-0 i 16-2-12 i 24-0-0
9-0-0 7-2-12 7-9-4
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
poc)
I/deft
Ud
PLATES GRIP
TCLL 35.0
(Roof Snow=35.0)
Plates Increase
1.15
TC 0.93
Vert(LL)
-0.22
5-6
>999
240
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.82
Vert(TL)
-0.38
5-6
>754
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.58
Horz(TL)
0.07
5
n/a
n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 98 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
TOP CHORD
T2 2 X 4 SPF 2100F 1.8E
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
WEBS 2 X 4 SPF Stud/Std *Except*
WEBS
W1 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 5=1210/Mechanical, 8=1210/Mechanical
Max Horz 8=-137(load case 8)
Max Upiift5=-82(load case 8), 8=-60(load case 7)
Max Grav5=1571(load case 3), 8=1220(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-217/44, 2-3=-1115/125, 3-4=-1326/105, 4-5=-2652/144, 1-8=-315/47
BOT CHORD 7-8=-25/824, 6-7=-59/2180, 5-6=-59/2180
WEBS 2-7=-134/449. 3-7=-3/428, 4-7=-1377/170, 4-6=0/278, 2-8=-1170197
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
1 Row at midpt 4-7, 2-8
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 5 and 60 lb uplift at
joint 8.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
n/
REX/HIDDEN VALLEY SPEC 3/17 DG (ID) R
F5508
DIG
ROOF TRUSS
1
1
Job Reference (optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403. DAN 6.200 s Feb 11 2005 MTek Industries, Inc. Fri Mar 17 09:57:42 2006 Page 1
4-7-12 9-0-0 16-2-12 24-0-0
4-7-12 4-4-4 7-2-12 7-9-4
Scale = 1:40.3
Sx6 =
I$
0A 14 M1 loll
40 = 5x8 =
9-0-0 16-2-12 i 24-0-0
9-0-0 7-2-12 7-9-4
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc) Ildefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.99
Vert(LL)
-0.12 7-8 >999 240
MT20 197/144
(Roof Snow=35.0)
Lumber Increase
1.15
BC 0.95
Vert(TL)
-0.21 7-8 >999 180
MT18H 197/144
TCDL 8.0
BCLL 0.0
Rep Stress Incr
NO
WB 0.50
Horz(TL)
0.03 5 n/a n/a
BCDL 8.0
Code IRC2003ITP12002
(Matrix)
Weight: 148 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
TOP CHORD Structural wood sheathing directly applied, except end verticals.
T2 2 X 4 SPF 2100F 1.8E
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
WEBS
1 Row at midpt 4-8, 2-10
B2 2 X 4 SPF 2100F 1.8E
WEBS 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std
WEDGE
Right: 2 X 8 DF 195OF 1.7E
REACTIONS (lb/size) 1=209/Mechanical, 5=979/4-9-8, 1 0=831 /Mechanical, 9=148/Mechanical, 6=266/4-9-8
Max Horz 1=-137(load case 8)
Max Upliftl =-1 03(load case 8), 5=-92(load case 8), 10=-103(load case 7). 6=-14(load case 8)
Max Grav 1=293(load case 2), 5=1265(load case 3), 10=831(load case 1), 9=387(load case 4), 6=355(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-180/194, 2-3=-1071/173, 3-4=-1265/154, 4-5=-24211183, 1-10=0/0
BOT CHORD 9-10=43/788.8-9=-43/788, 7-8=-94/1962, 6-7=-94/1962, 5-6=-94/1962
WEBS 2-8=-135/442, 3-8=-42/381, 4-8=-1187/160, 4-7=0/203, 2-1 0=-1 171/47
NOTES
1) 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"
2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
8) Gable studs spaced at 2-0-0 oc.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1, 92 lb uplift at
joint 5, 103 lb uplift at joint 10 and 14 lb uplift at joint 6.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard