Plans 1
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Truss Type • • • • • • Oty• • • PI? • • JEFik k JORI�ibRAK MM /AC
I 1 6345 1Truss A2 SCISSORS 111 1 R29231146
PRECISION TRUSS 8 LUMBER, INC., CLACKAMAS,OR. 97015 j (Job Referent-Ft 20 foofionall
7 08 08 MiT I
• • • • • • • Aug 9 6 a ek Industries, Inc. Tue Sep 02 102622 2008 Page 1
, -2-0-0 I 3.9-0
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2 -0-0 3-4-0 4-3-0 • I • • • • • t • • • • 22011 t 240n
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I 6 - 9 - 0 I 1141-0 t 15-14, 1 27-0.n
-3-0 4.343
68-0
Plate Offsets (X,Y): t4 :0- 2- 0,0- 1- 12j,(9:0- 4- 0,0 -3-4j
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LOADING (psf) I SPACING 2 -0-0 CSI DEFL in floc) 1/defl Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.36 9 >714 240
TCDL 7.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.88 9 -10 >297 180 MT20 220/195
BCLL 0.0 1 Rep Stress Incr YES WB 0.99 Horz(TL) 0.73 6 n/a n/a
BCDL 10.0 I Code IRC2003/TPI2002 (Matrix)
Weight: 87 Ib
LUMBER - - - - - -- __—
BRACING
TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc puntns
BOT CHORD z 4 DE No.188tr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 x 4 DF Std G
1 MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
REACTIONS (Ib /size) 2= 1049/0 -3 -8, 6= 1049/0 -3 -8 Installation guide.
Max Horz 2= 112(LC 5)
Max Uplift2=- 230(LC 5), 6=- 230(LC 6)
FORCES (Ib) - Maximum Compression /Maximum Tension
TOP CHORD 1 -2 =0/55, 2 -3 =- 3829/380, 3-4=-2873/206, 4 -5 =- 2873/218. 5 -6 =- 3829/239, 6 -7 =0/55
BOT CHORD 2 -10 =- 347/3499, 9 -10 =- 347/3501, 8- 9=- 164/3501, 6- 8=- 167/3499
WEBS 4 -9 =- 109/2249, 3 -10= 0/223, 5 -8= 0/223, 3 -9 =- 878/249, 5 -9 =- 878/271
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Bearing at joint(s) 2, 6 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 230 Ib uplift at joint 2 and 230 Ib uplift at joint 6. � PRO F D
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and P60210 2 and referenced �- s^ I
standard ANSI/TPI 1. -� • � � .NyU : 9 u
LOAD CASE(S) Standard .i ovE iii; � Q� tt 2-
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r Js1 9 C M R S - T\'
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. 4.8.08
( EXPIRATION DATE: 06 /30/10 3
September 2,2008
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tNAh':hfPJf - Yr. iJrj • Y. ,ip:s p.zr tr, s rsrtr READ tir; ON 11119 AND micL /I Lri t•]i7 - t.R r 1 N f r'
d, MI • /', HI! [ ! .- 1.1:.:E
Design valid for use only with MTek connectors The desl n is based on upon e
Applicability g only g ait parameters shown. is for a bu Id ng component.
N of design paramenten and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown
islet' bleed support of individual web members only. Additional temporary bracing to insure stabdity during construction a the responsibinity of the MiTek'
erector. Additional permanent bracing of the overoD structure a the responsibdity of the building designer. For general guidance regarding
fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria. 053 -89 and 8C411 Building Component
Safety Information available 0454 Plate institute. 583 D'Onolno Drive. ' W 53719. I 7777 Greenback Lane, Suite 109 I
L _ Carus Heights, CA, 95610
SITE COPY
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Job Truss Truss Type • • • • • •, Oty • • 'f$y • • JEFF 41 J NI NO MAK MM /AC R29231145
6345 Al QUEENPOST 2 1
Job Reference (ootinnafl
PRECISION TRUSS & LUMBER, INC., CLACKAMAS,OR. 97015 7.060 s Aug 6 2008 MiTek Industries, Inc. Tue Sep 02 10:26:22 2008 Page 1
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1 -2-0-0 1 11.0-0 • • • 1• 4197A21 • 1 2441-1 1
2-0-0 11-0-0 • 0 • • • • • • • • • • • 2-0-0 b ®b. 1:443
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1 7J-0-0 1
22-0-0
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.03 17 n/r 120 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.04 17 n/r 90
BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 16 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 125 Ib
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1 &BIr G TOP CHORD Structural wood sheathing directly applied orb -0 -0 oc pur(ins.
BOT CHORD 2 x 4 DF No. t &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing.
r) Ti IERS 2 x 4 DF Sid ; I MiTek recommends that Stabilizers and required cross bracing be l •
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (Ib /size) 2= 293/22 -0 -0, 16= 293/22 -0 -0, 24= 104/22 -0 -0, 25=112/22-0-0, 26= 112/22 -0 -0, 27= 112/22 -0 -0, 28= 114/22 -0 -0,
29= 100/22 -0-0, 30= 158/22 -0-0, 23= 112/22 -0 -0, 22= 112/22 - - 0, 21= 112/22 -0 -0, 20= 114/22 -0-0, 19= 100/22 -0 -0,
18= 158/22 -0 -0
Max Horz 2.129(LC 5)
Max Uplift2=- 188(LC 5), 16=- 213(LC 6), 25= -40(LC 5), 26= -64(LC 5), 27= -60(LC 5), 28= -49(LC 5), 29= -92(LC 5), 30= -33(LC 6),
23= -34(LC 6), 22= -66(LC 6), 21= -60(LC 6), 20= -49(LC 6), 19= -92(LC 6), 18= -33(LC 5)
Max Grav2= 293(LC 1), 16= 293(LC 1), 24= 120(LC 6), 25= 114(LC 9), 26= 113(LC 9), 27= 112(LC 1), 28= 114(LC 9), 29= 100(LC 9)
, 30= 158(LC 9), 23= 114(LC 10), 22= 113(LC 10), 21= 112(LC 1), 20= 114(LC 10), 19= 100(LC 10), 18= 158(LC 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =0/56, 2 -3 =- 93/56, 3-4=-41/86, 4-5=-28/108, 5 -6= 29/136, 6-7 =- 29/162, 7-8 =- 29/192, 8 -9 =- 29/207, 9 -10 =- 29/202,
10- 11 = -29/ 174,11 -12 =- 29/133,12 -13 =- 29/95,13 -14= 28/57, 14-15=-35/32, 15-16=-62/29, 16-17=0/56
BOT CHORD 2- 30= 0/152, 29- 30= 0/152,28 -29 =0/ 152,27 -28= 0/152,26 -27= 0/152,25 -26 =0/ 152,24 -25= 0/152,23 -24= 0/152,22 -23= 0/152,
21 -22= 0/152, 20- 21= 0/152, 19 -20= 0/152, 18- 19= 0/152, 16 -18 =0/152
WEBS 9 -24 =- 104/0, 8-25=-87/56, 7-26=-86/81, 6 -27 =- 85/74, 5-28=-88/75, 4 -29 =- 70/74. 3 -30 =- 133/91, 10 -23 =- 87/50, 11- 22=- 86/82,
12 -21 =- 85/74, 13- 20=- 88/75. 14 -19 =- 70/74, 15 -18 =- 133/90
NOTES
1) Unbalanced roof live loads have been considered for this design. PEO PR (}/.-�-
2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left A �. C.! 1\ •
- Isd
and 0ght exposed ; end vertical left and right exposed; Lumber DOL =1 .33 plate gap DOL =1.33 c am. '9 '9-.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable o '
End Details as applicable, or consult qualified building designer as per ANSI/rPI 1 -2002. CC- j •t i -- �
4) All plates are 2x3 MT20 unless otherwise indicated. of •
5) Gable requires continuous bottom chord bearing. / /J ;/>
6) Gable studs spaced at 1-4 -0 oc. r r y r J
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,/ od
8) A plate rating reduction of 20% has been applied for the green lumber members. -e) OR !' .
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2,213 Ib uplift at (0101 16, 40 '4 r A.
uplift at joint 25, 64 Ib uplift at joint 26, 60 Ib uplift at joint 27, 49 Ib uplift at joint 28, 92 1b uplift at joint 29, 33 Ib uplift at joint 30, 34 Ib uplift 9 � c ° /B , . 1 G
at joint 23, 66 Ib uplift at joint 22, 60 Ib uplift at joint 21, 49 Ib uplift at joint 20, 92 Ib uplift at joint 19 and 33 Ib uplift at joint 18. � S -{ \�
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 EXPIRATION DATE: 06130110 j
September 2,2008
p' t00..,,a- ..,4..,. a... .f 2.:0 4 WI.nit02H.v 1t, ...,V. �oo0 445SA W121,,Aa : :' ,2 .,1Ye�.,6 y. ' 0 6= 20..7 ' " ... ' Ol0,4 Y .464.'7000. 14948 :, t;: yam.... 4 6' -. ....''7.0,L.,
A, WARNING' - Ves- .10.AL io parameters and 657- 4j7 N0TEZ Ob' I'Mf,0 AND INCLUDED PET R. Ri ; 1::c%-NCL PAGE .911 -7 472 /231 0R2 rin ;. M i
y WO valid for use on with connectors. This design 6 base° only upon parameters shown. and 6 loran individual budding component.
Applicabt2y of design poramenters and proper Incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown LLLLiiii
is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnrctian is the responsib0t4 of the rvhTek
erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding .w.Ar.m...rn...
fabrication. clu0Lty Control, storage. oesvery. erection ono bracing, consult A,.SiiT11 i Quality Cdierio: 056 -69 and iCSi i Building Component 7777 Greenback Lane, Suite 109
Mate Safely Information available from Truss ate Institute. 583 D'Ono 64 n.
lno Drive, 0060 WI 53719.
Citrus Heights, CA. 95610 •