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Page 1 of 3
Job Truss Truss Type Oty Pty Mower,Peggy
21408P AOIGE Common Truss 1 1
Job Reference�op!aS)_
The Truss Cal Tri-County Truss,Sumner WA/Eugene OR l Bwli gton WA,TOE Run:7.350 8 Jul 31 2012 Print 7.350 s Jul 312012 Mffek lndusaies,Inc. Wed Aug 280923:08 2013 Page 1
ID:2SbVMmVg5n0X8jRmHRBPDCyrs07-MPOU_eoSOTBp1 yDcurtso?11Mc94XHCOBRimfGuyjKIH
-2-0-0 1000 20-0-0 22-0-0
I 2-0-0 I to-o-0 I 10-0-0 t Zoo-I
Settle=1:38.1
454=
7 8
4.00 12 8 g
5 r
4 il 1 0
h 111
3 e e �n
n
2 X111 s e r e 12
Wall e e s 1 132s s e les
345= 22 21 20 19 18 17 18 15 14 3x5=
545-
2060
20-0-0 I
Plate Offsets(X,Y)_122:0-2-8,0397
LOADING(ps0 SPACING 2-0O CS DEFT- in (loc) Udell Lid PLATES GRIP
TCLL 25.0 Plates Increase 1,15 TC 0.26 Vert(LL) -0.03 13 Nr 120 Mi20 1851148
TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.03 13 NI' 90
BCLL 0.0 • Rep Stress Ircr YES WB 0.06 Hors(TL) 0.00 12 Na Na
BCDL 7.0 Code 1RC2009/TP12007 (Matra) Wild:75 lb FT=8%
LUMBER BRACING
TOP CHORD 244 HF No.2 TOP CHORD Strucwral wood sheathing directly applied or 6-0-0 0c means.
DOT CHORD 2x4 HE No.2 BOT CHORD Rigid ceiling directly applied or 6-0O oc bracing, Except:
OTHERS 2x4 HF/$PF Stud/STD 10-0-0 oc bracing:2-22.
REACTIONS (Ib/size) 2 2620-0-0(min.03-1),18=1012600 (mm.03-1),19=10612000 (min.0-3-1),20=13220-0-0(min.0-3-1),21=2020-0-0 (min.031),22==33720-0-0 (min.031),
17=106!200-0(min.03-1),16=13220-00 (min.0-3-1),15=-16/20-0-0(min.0-3-1),14= 9200-0(min.0-3-1),12'-32120-0-0 (min.031)
Max Ha12=-62(LC 4)
Max Uplift=148(LC 5),19=33(LC 3),20=33(LC 5),21=-48(LC 2),22-60(LC 3),17=32(LC 4),16=-34(LC 6),15=-38(LC 2),14=64(LC 4),12=153(LC 6)
Max Grav2�26(LC 1),18=101(LC 1),19=107(LC 9),20132(LC 9),22=337(LC 9),17=109(LC 10),16=132(LC 10),14=339(LC 10),12=321(LC 10)
FORCES (lb)-Madman Compression/Maximum Tension
TOP CHORD 1-2M)140,2-3=-66/47,34=-38/72 4-5=0/76,5- 14/90,6-7=15/101,75-1899,849=-1582,9-10=781,10-11=39/54,11-12--52/48,
12-13 /40
GOT CHORD 2-22P3/58,21-22---152,20-21=192,19-210152,18-1 -1/82,17-18=-152,16-17=152,15-16=1/62,14-15-182,12-14=1,62
WEBS 7-18=-818,6-19=-91/42,5-22(0105/51,4-21e-1/11,3-22=-264/111,8-17=-91/41,946=105151,10-15=-1/11,11-14=-2681113
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Truss designed to wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSITPI 1-2002.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 1-4-0 cc
6)This truss has been designed for a 10.0 pat bottom chord live load norconcurrent with any other live loads_
7)•This truss has been designed for a We load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tau by 2-0-0 wide will tit between the bottom
chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of wit:shading 146 D uplift at join 2,33 lb uplift at joint 19,33 t uplift at joint 20,48
lb uplift at joint 21,60 lb uplift at joint 22,32lb uplift at joint 17,34Ib uplift at joint 16,381b uplift at joint 15,64 lb uplift at joint 14 and 153 lb mold at jodd 12.
9)This truss is designed in accordance with the 2009 international Residential Code sections R502.11.1 and R802.10.2 and lulu.n4.-.d standard ANSUTPI 1.
10)-Bamivlle pltmbreala including heels'Member end fiery model was used in the analysis and design or Otis trust
LOAD CASE(S)Standard
11 a% P80f
41, fs ,4
A;3*G1 N E F Qit
Ell%%, 1 -. 2PE FAs
ill/ f
OREGON
•
' POsic
8/28/13
EXPIRATION DATE: 12/31/14
Digitally signed by:Terry L Powell.P.E.
I WARNING:-VERIFY with DESIGN PARAMETERS This design AND is RRAD ALL upon NOTES aON rs h TRUSS DRAWING NOTES BEFORE port
Design valid for use with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the
responsibility of the 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 ANSVPPI I Quality Criteria,DSB-89 and SCSI 1 %Mive �7, s���e�e,..
Component Safety Information available from Truss Plate Institute,583 D'OnofrM Drive,Madison,WI 53719 the i R SSco•n4c,
Page 2 of 3
Job Truss Inns Type Oty Pty Mower,Peggy
21408P AO1GR (COMMON TRUSS 1
[lob
1 2AJob Reference(ppEOnal)
Tile Tuns Co./Id-County Truss,Sumner WA/Eugene OR I Burlington W.TSE Run:7.350 s Jul 31 2012 Phil:7.350 s Jul 31 2012 MDek Industries,Inc. Wed AUg 28 09:23:092013 Page 1
ID:2SbVMmVg5n0X ejRmHRBPDCyrsO?-rc_s8p59tmJR6opRZs5LCOOd2FgOVjKgM VOOKy)KiG
.2-0-0 5-7-14 10-0-0 14-4-2 20-0-0 22-0-0
1 2-0-0 I 5-7-14 44-2 4-4-2 1 5-7-14 I 2-0-0 1
Scale=1:38.1
5x5 II
4
4.03 12 II%
� bn! 1111 01111111111111 11111111111.1111 III '13iiii IIIt\BIG 7 q
14 THD26 THD26 11 10 9 THD26 8 THD26 THD26 &CA
4x12= 3x8 II 5x8 M18SHS= 8x8= 3>S II
4x12=
THD26 TH026 THD26 THD26
5-7-14 10-0-0 14-4-2 2000
1 5-7-14 4-4-2 I 44-2 I 5-7-14 I
Plate Offsets(X,y):[2:0-6-0,0-1-11L13:0-1-0,0-1-8],.[5:0-1-0,0-1-8],(6:0-&-0,0.1_111,_[8:0-4-8,0-1-8],19:04-0,04 12),(11:04-8,01.8)
LOADING(lose SPACING 2-0O CSI ()EFL in (lac) (/dell Ltd PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -029 9-11 >818 360 MT20 185148
TCDL 8.0 Lumber Increase 1.15 BC 082 Vert(TL) -0.56 9-11 >429 240 MI&SH$ 220/195
BCLL 00• Rep Stress Ina NO WB 0.75 Horz(TL) 0.13 6 Na Na
BCDL 7.0 Code IRC2009/TPI2007 (Matrix-M) Weight 178th FT=8%
LUMBER BRACING
TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-10-0 m puffins.
BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HFSPF Stud/STD'Except'
W3:2x4 HF No.2
REACTIONS Obletze) 2�8400Fi8(min.04-10),6=56400-58 (min.0--10)
Max Harz2-62(LC 4)
Max Uplif2=1444(LC 5),6=1444(LC 6)
FORCES (lb)-Maximum CompressioruManmum Tension
TOP CHORD 1-2M:1/42,2-3=13163/3170,34=91242217,45=91242219,5-6=-13163/3169,6-7=0/42
BOT CHORD 2-11=-2975 12414,10-11=2976/12414,9-10=297512414,8-0 -2914/12414,66=2914/12414
WEBS 4-9=1300/5445,5-9=4143/1055,5-8=-57 12508,3+8=4143/1055,3-11=5712508
NOTES
1)2-ply buss to be connected together with tad(0.131'%3")nails as follows:
Top chats connected as follows:2r4-1 row at 0-4-0 oG
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 rev at 0-9-0 on
2)All loads are considered equally applied to ell plies,except if noted as front(F)or bark(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 mot live toads have been considered for this design.
4)Wind:ASCE 7-05;100mph;TCDL=4.apsf BCDL4.2psf h=25ft:Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;
end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)At plates are MT2O plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load naxxnconent with any other live loads.
7)'This buss 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.
8)Provide mechanical mnnecbon(by others)of buss to bearing plate capable of withstanding 1444 lb uplift at joint 2 and 1444 lb uplift at joint 6.
9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)Girder canes tie-in span(s):28-00 from 0-0-0 to 2000
11)"Semi-rigid piichbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Use USP TH026(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced al 2-0-0 oc max.stating at 0-0-0 from the left end to 20-0-0 to
conned truss(es)EX(1 ply 2x4 HFSPF) to front face of bottom chord.
13)Fill all nail holes where hanger Is in contact with lumber. II00
LOAD CASES)Standen 4 Pn
1)Regular Lumber Increase=1.15,Rate Increase=1.15 4 I A, �-Ic/ 1
Uniform Loads(pt) / •;%A7 LINE /r'
van:14=864-7=66,26=485(F=471) ;;!1
�ifl I : 2PE ti"
- OREGON
T� PONICV
8/28/13
EXPIRATION DATE: 12/31/14
Digitally signed by Terry L Powell,P.E.
I WARNING:-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the
responsibility of the 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 ANSVIPI 1 Quality Criteria,DSB-09 sad BCSI 1 Building theTRUSSco.fie`
Component Safety Information available from Truss Plate Institute,583 D'Oaofrio Drive,Madison,WI 53719 Lyle i RUSSco.mic,
Page 3 of 3
bb Truss Tress Type ON Ply Mower,Peggy
21408P A02 Common Truss 2 1
Job Renee nre(Canal)
The Taws Co/TnCwnty Truss,Sumner WA/Eugene OR l Burlington WA TSE Run:7.3350s AA 312012 Print 7.350s Jul 312012 MiTek Industries Inc. Wed AUg28X23:102013 Page I
ID:2SDVMmVg5n0X8jRmHRBPOCyrs07-JoYFOKgjv4RWHGN fGNN10➢1kzeY13UUvOFmLmyjKIF
-2-00 5L14 1060 14-7-2 2000 2240
i 2-00 I 5414 4-7-2 47--2 I 5+14 I 2-0-0
Scale=1:38.1
454=
4
1.00 rii
15x4 a 1.5x4 s
d 3
2 6 IS LO �re F
a B1 ra 81 I� 7 'q
-d`I to I 000
1.7.3 8 1
3x5= MS=
3x5=
1000 2000
I m40 I 180e I
Plate Offsets(X,5/):[2:0-2-8,EdgeL[6:0-2A,Edgej,ja:0-4-0,0301
LOADING(psg SPACING 2-0-0 CSI DEFL in (bc) Mee L/d PLATES GRIP
TCLL 25.0 Plates Increase 115 TC 029 Ved(LL) -D13 8-14 >999 380 M720 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.31 8-14 >778 240
BCLL 0.0 • Rep Stress Inv YES WE 0.27 Horz(TL) 0.06 6 Na Na A
BCDL 7.0 Code IRC2009/1P2007 (Mabte-M) Weight:68 lb FT=8%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied Or 4-2-14 rc pWins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid wiling directly applied or 9-4-14 oc bracing.
WEBS 2x4 HF/SPF StudISTD
REACTIONS gb/see) 2=9321U4-8(min.61-9),6==932/058(mm.0-1-9)
Max Hoag--62(LC 4)
Max Up1fi2=259(LC 5),6=259(LC 6)
FORCES (lb)-Warm CortpressioNMa,dmum Tension
TOP CHORD 1-2=r1/42.2-3=1701/397,34=1247243.45=1247242,56=17011398,6-7w3/42
BOT CHORD 2-0=35511569.6-1297f1569
WEBS 48=391444,58=-495/228,3-EN-495/227
NOTES
1)Unbalanced roof We loads have been considered to this design.
2)Wind:ASCE 7-05;100mph;TCDL=4.8psf;BCDL4.2psf n=251[Cat II;Enp B;enclosed;MWFRS(tow-n a)gable end zone;cantilever left and right exposed;
and vertical let and right exposed;Lumber DOL=1.60 plate gap DOL=1.60
3)This mss has been designed far a 10.0 pa bottom chord live load nalwrlttarent with any ether Me loads.
4)'This buss has been designed for a live load of 20.Opsf on the bottom dbrd in all wens where a rectangle 3-0-0 tall by 2-0-0 fade will N between the bottom
chord and any other members.
5)Provide medeNcal connection(by others)of buss to bearing plate capable of wit stadirg 259 lb uplift at joint 2 met 259 lb uplift at joint 6.
6)This truss is designed in accordance with the 2009 International Residential Code section R502.11 1 and R802.102 and referenced standard ANSI/TPI 1.
7)semi-rigid pddrbreaks including heels'Member end toaty model was used in Me analysis and design of this buss.
LOAD CASE(S)Standard
. ;,1% PRDfp t4
i iJ G I N e /ra ilt
fi�i t - 2PE
RIO r
- OREGON
DS\•
.4' PON
8/28/13
EXPIRATION DATE: 12/31/14
Digiteby signed by:Tory L Powell,P.E.
I WARNING!for VERIFY e with ita connectors.PARAMETERS This design g is READ ALL upon p ON THIS TRUSS DRAWING NOTES BEFORE pan
Design valid for use with Mild wmnators.This design is based only upon parameters shown,and is for an individual building component to be
installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer.
Bracing shown is for lateral support of individual web members only.Additioml taoporsey bracing to insure stability during construction is the
responsibility of the erector,Additional permanent bracing of the overall structure is the respwm'bdily of the budding designer.For general guidance
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/FPI 1 Quality Cr terie,DSB-89 and SCSI 1 Balding
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.INC.