Plans (66) Job` Truss Truss Type
1City Ply Frank Courtnier
MM-10929 Al FT CARRIER R40305728
w
PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 7 Job Reference(optional)
7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 19 11:58:12 2013 Page 1
11-0-01 7-5-4 7-o-5 15-0-0 ID:L7kMLncY?-1-1 gDgVXRQymGfa-e5W3tNx2Bn_aio 0rPV
-0-0 Sf vZNaVVEvjk2?JcIOUymGGv
1-0-0 7-5-4 05-11 7-1.1 1 21-1
2-5-12 g1-0-01
7-1-1 0- 11 75_ 4
1-0-0
Scale=1:54.4
7-11-4 Ove
3x4= 4x6 C
6.00 12 3
4 5
n �,
N
7:: . 1\X ,, '
N
2 m
y11 6
11.11.1.11111.11.1111111111111.1111.111111.11.111111111.1111
• 7
' 3x6 i 11 10 12 9 8 13 ` 10
3x4= 3x8 M18SHS= 3x4 = 3x6
I 11-2-10
I18-9-6
11-2-10 7-6-12 1 30-0-0 1
Plate Offsets(X,Y): 12:0-2-14,0-1-81,)3:0-0-12,0-1-121,15:0-0-12,0-1-121,16:0-2-14,0-1-81 11-2-10
LOADING(psf) SPACING 2-0-0 CSI DEFL in lac 1/deft Ud
TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.18 8-10 >999 240 PLATES GRIP
TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -1.01 6-8 >352 180 M18S 220/195
M8S
BCLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(TL) 0.14 6 n/a n/a HS 220/195
BCDL 10.0 Code IRC2009/TP12007 (Matrix)
Weight:232 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins,except
BOT CHORD 2x4 DF No.1&Btr G
WEBS 2x4 DF Std G 2-0-0 oc purlins(4-8-2 max.):3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=2958/0-3-9 (min.0-1-9),6=2958/0-3-9 (min.0-1-9)
Max Horz 2=-48(LC 3)
Max Uplift2=-467(LC 4),6=-467(LC 3)
-FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=5680/1256,3-4=-6194/1164,4-5=-6194/1164,5-6=-5680/1256
BOT CHORD 2-10=1105/5026,8-10=1433/6861,6-8=-1057/5026
WEBS 3-10=-72/1698,4-10=1039/483,4-8=1039/483,5-8=-72/1698
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 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 7-05;95mph;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
5)Provide adequate drainage to prevent water ponding.
���rCp Pf3OF�c5'
6)All plates are MT20 plates unless otherwise indicated. s
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� �r1G I NF�R /O
8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 2
fit between the bottom chord and any other members. 8 .4O P E 9r
9)A plate rating reduction of 20%has been applied for the green lumber members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 467 lb uplift at
joint 6. �j
11)Girder carries hip end with 7-11-4 end setback.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9,L ORE +N �.�
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)545 lb down and 272 lb up at �j 13
22-7-8,and 545 lb down and 272 lb up at 7-4-8 on top chord. The design/selection of such connection device(s)is the responsibility �y0 RY 2 0\
of others. O SOON
• LOAD CASE(S) Standard Digital Signature
EXPIRATION DATE: 12-31-14
Continued on page 2 August 19,2013
®WARNING-Vercfy dosage pomanders andREAD NOTES ON TIAs AND INCLUDED hIITTIKREFERENCE PAGE JJLf-7473. LO USE. b
Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown mi
t
ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p�T
ng designer.Fogeneral guidance regarding
fabrication,qualitylcontrool,storage, ...
mibracing
Desa f ection and bracing,cons Itthe overall structure is the resosibility ANSI/1P11 Quof the alify Criteria,DSB-89 and BCSI Building Component
7777 l�k"
Safety Information available from Truss Plate Institute,787 N.Lee Street,Suite 312,Alexandria,VA 22314.
Citrus Heights,CA,95610
7777 Greenback Lane,Suite 109
It Sattharn:.µinetSp}Isrm3rcr isIpeccified„tisk,design hatues ash tiloso, Wel/201a AtSC
Job Truss Truss Type
Qty Ply Frank Courtnier
MM-10929 Al FT CARRIER
• R40305728
PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 2 Job Reference(optional)
7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 19 11:58:12 2013 Page 2
ID:L7kMLncy?PkmkXxgDgVXRQymGfa-e5VV3tNx2Bn ai0SrPVxy5fvZNaVVEvjk2?JgOUymGGv
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
_ Uniform Loads(plf)
Vert:2-3=-64,3-5=159,5-6=64,2-6=-50(F=-30)
Concentrated Loads(Ib) •
Vert:3=-545 5=-545
•
•f
®WAMILLIA) -Verify designparameters and READ NOTES ON TRIS AND BNCWDEU I IEE''E
Design valid for use only with MEek connectors.This design is based only upon parameters shown,and is for an individual �di component.BEFORE
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �9
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Qualify Crlerio,DSB-89 and BCSI Building Component MiTek'
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314.
iFSosafixpass Pinet i i s'sperifie,4 thaedes:t8nsralies axe ftsusa e$zttnre 7777 Greenback Lane,Suite 109
OS,+:d317'2A33 ay ALSO Citrus Heights,CA,95610
Job• Truss Truss Type
Qty Ply Frank Courtnier
MM-10929 A2,41,4 y FT STANDARD 840305729
1
PRECISION TRUSS 8 LUMBER,INC., CLACKAMAS,OR.97015 Job Reference(optional)
9 7.430 s Jul 25 2013 Muck Industries,Inc.Mon Aug 19 11:58:13 2013 Page 1
11 0_0� 7.54 9-1x15 15-0-0 ID:L7k20-1-1 PkmkXxgDgV2-6-12 fa-SH4R5jygy56RKAl2zD88esX81n JZMIuHf2N
1-00 7_54 I1 20-1-1 22-6-12 Y xxymGGu
2-5-11 5-1-1 5-1-1 2-5-11 I 35 31-x01
7-5-4 1-o-a
Scale=1:54.4
4x5 i 4 7
1\4,16.00 12 4x5
3 3x4=
13 n 14 �.
N
N
00121010\4
Vj
rn
:illO ri 8
101
3x6 i 12 11 10
9 le
y o
3x4= 3x8 M18SHS= 3x4= 3x6
11-2-10 18-9-6
11-2-10 � 30-0-0 1
Plate Offsets(X,Y): f2:0-2-14,0-1-81,f3:0-0-10,0-1-121,16:0-0-10,0-1-121,18:0-2-14,0-1-8)7 s-12 11-2-10
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d
TCLL 25.0 Plates Increase 1.15 TC 0.56 PLATES GRIP
TCDL 7.0 Vert(LL) -0.31 8-10 >999 240 MT20 220/195
Lumber Increase 1.15 BC 0.69 Vert(TL) -1.03 8-10 >346 180
BCLL 0.0 * Rep Stress Incr YES WE 0.33 M18SHS 220/195
BCDL 10.0 Code IRC2009/TPI2007 Horz(TL) 0.11 8 n/a n/a
(Matrix) Weight:122 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins,except
BOT CHORD"2x4 DF No.1&Btr G
WEBS 2x4 DF Std G 2-0-0 oc purlins(3-11-4 max.):3-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS (lb/size) 2=1357/0-3-9 (min.0-1-8),8=1357/0-3-9 (min.0-1-8) Installation guide.
Max Horz 2=91(LC 4)
Max Uplift2=-179(LC 5),8=-179(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=2267/375,3-5=-2418/369,5-6=2418/369,6-8=-2267/376
BOT CHORD 2-12=364/1965,10-120375/2664,8-100273/1965
WEBS 3-12=-61/741,5-12=-474/226,5-10=-474/226,6-10=-61/741
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MVVFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��Q,Ep PROpR-
fit between the bottom chord and any other members.
7)A plate rating reduction of 20%has been applied for the green lumber members. �c�. ANG I NEF9 s/
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint 2 and 179 lb uplift at �2
joint 8.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8 •40 P E 9�
LOAD CASE(S) StandardAir Ar
- OR •N x.
0"O�' RY A2' '•\
O SOON
Digital Signature
EXPIRATION DATE: 12-31-14
{ August 19,2013
- A,WARNING-Verify designpoo-meoeters end READ NOES ON TJJ$AM 111CLIR)F13l REFERENCE _
Design valid for use only with M7ek connectors.Thu design is based only upon parameters shown,and is for an individuallalbuildicomponent.BEFORE USE.
lin
ncorporation of
is
esigner-not truss designer.Bracing shown
is tar lateralsupportof parameters
web members on Additional temporarytbacing to insure sttabonsibility of ding li�ty during construction is the responsibill ty of the �e
fabncati n,qualtylcontrol,storage,anent delivery,erection and bracing,ing of the overall structure is consu t ANS of
building
designer.DSB-9general
and Bc5i Building Component
regarding
nent
Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. t H his
If Ssush+ana-Pixy1 ).kum3sex tospee'thns4 t.,e,tFzsi�n.sralu�s are charm of evisrec 7777 Greenback Lane,Suite 109
Db r03f?fi33 h.�r.11,yC
Citrus Heights,CA,95610
Job• Truss Truss Type Qty Ply Frank Courtnier
R40305730
MM-10929 A5 STANDARD 6 1
Job Reference(optional)
♦ PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 19 11:58:13 2013 Page 1
ID:L7kMLncY?PkmIcXxgDgVXRQymGfa-6H4R5jygy56RKAl2zDS8esX8ynyGzMxuHf2N>ocymGGu
r1-0-01 7-9-6 I 15-0-0 22-2-10 30-0-0 X31-0-01
1-0-0 7-9-6 7-2-10 7-2-10 7-9-6 1-0-0
Scale=1:52.6
4x5 II
4
it
6.00 12
2.3
\\ 2.3
zz
3 • 5
1.
/ .
2 6
aj1 ...- ti I m l n 7
O re jv
r� 10 11 9 12 8 8 o
3x5= 3x5=
3x4= 3x8 M18SHS= 3x4 =
I 10-2-4 19-9-12I 30-0-0
10-2-4 9-7-8 10-2-4
Plate Offsets(X,Y): 12:0-0-10,0-0-21,[4:0-2-12,0-2-0),16:0-0-10,0-0-21
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP
TCLL 25.0 - Plates Increase 1.15 TC 0,55 Vert(LL) -0.37 8-10 >956 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.66 2-10 >544 180 M18SHS 220/195
BCLL 0.0 * Rep Stress Ina YES WB 0.38 Horz(TL) 0.09 6 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:125 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Std G
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1413/0-3-9 (min.0-1-8),6=1413/0-3-9 (min.0-1-8)
Max Horz 2=107(LC 5)
Max Uplift2=-171(LC 5),6=-171(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=2429/223,3-4=-2164/228,4-5=-2164/228,5-6=-2429/223
BOT CHORD 2-10=-206/2074;8-10=-44/1394,6-8=-99/2074
WEBS 4-8=-82/852,5-8=-462/219,4-10=-82/852,3-10=-462/219
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;95mph;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)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)A plate rating reduction of 20%has been applied for the green lumber members. ,s;_p P R°Fe
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 2 and 171 lb uplift at -<<' cSs
joint 6, ��S ANGIN,CFR >c),
LOAD CASE(S) Standard 8 .41-OPE91'
y ORE *N- r.�
Oy�&'41RY 12• ,-,N4
00 SOON O
Digital Signature
EXPIRATION DATE: 12-31-14
• August 19,2013
I_ ®WARNING-Verify desigvc ilkere tea mad READ NOTES ON 77715 AND INCLUDED f REFRRENCE PAGE Mr 7473 BEFORE USE. MT
Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theys1Te ,
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,qualify control,storage.delivery,erection and bracing,consult ANSI/'PIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109
Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610
if Ses.tl+arn:w»etISP}daaetitter-'rs specified. hs4deci5e ales are these.effe.cta+re OS/01/2613 Cxy.,SLSS .