2068 Truss Specs Page 1 of 18
Job Truss Truss Type oty ISB305775 A GABLE 1
Job Reference(optional)
The Truss Co./Tr-County Truss,Sumner WA I Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Mayy 30 12:25:35 2013 Pagge 1
ID:gWJExiamXDY7YeyhuJcnSAzRTJF-iVOitidnaRzlnhgpi5m e4nZ.IltvSoW?b3GRG WzBHZE
-1-2-13 41.0 8-2-0 9413
1-2-13 41 4140TCH 4102030.C.
1.5x4 11 3x4�i 3x4 O Scale=1:48.9
1.5x4 II
10.00F1_2 3x4�i
3x4��1.5x4 11
IV
2 4
5
1
4x4 11.5x4 II 6 1.5x4 11 4.4-
1.50 II 1.5x4 II
41-0
41.0 41.0
Plate Offsets(X Y)'12:13-1-8.0-11-1101,[4:0-1-8.0-1-101
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/den L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 2-6 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.01 2-6 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 4 n/a n/a
BCDL 7.0 Code IRC2009fTP12007 (Matrix) Weight:46 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guides
REACTIONS (lb/size) 2=40610-3-8 (min.0-1-8),4=406/0-3-8 (min.0.1-8)
Max Horz 2=-70(LC 3)
Max Uplift2=-68(LC 5),4=-68(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-325120,3-4=-325/19
NOTES (11-13)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph:TCDL=4.8psf;BCDL=4.2psf;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=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI/TPI 1.
4)Gable studs spaced at 1-4-0 oc.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
6)'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 tit between the bottom
chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
11)All dimensions given in feet-inches-sixteenths(FFIISS)format.
12)Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above,see standard"L"bracing detail for suggested bracing method.
13)1 1/2"deep notch
LOAD CASE(S)Standard
r
~o �
19969
J j,'IITxi gel ti
ANAL�''
5/31/1
Digitally signed by:Terry L.Powell,P.E.
!WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE.
Design valid for use with MTek 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 dA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC.
Page 2 of 18
[ob Truss Truss Type Qty Ply
577 5 B GABLE 1 1
Job Reference(optional
The Truss Col Tri-County Truss.Sumner WA/Eugene R-/Burlington WA,TSE 7.350 a Jul 31 2012 MiTek Industries.Inc Thu May 30 12:2&36 2013 Pagge 1
I D:g3M54N_5WggJdtYDtSDIrLzRT Ij-Ahy442dQ L 15cPrk?Fol tc_64s9hOq BZ9gj??oyzBHZD
-2-1 !$1 7-11-0 13-9-0 1a-0-0 2780 2 3
-2-1 4 1 3.7 Ss-8 -11 •1
8x8 11 Scale=1 105 9
3x6 11 STSW 3x6 II
1000F12 3x6=
3x6= NOTCH TOPCHORDS @ 4'0.0
5 7
3x6 II 3,63T1 II 19 3x6I13x611
ST3 1.5x4 I I a ST4 3x6 11
10x10 i ST4 1.5x 11 S&Sio
1.5x4 II S 9 a 1.5x4 m ffT�.5x4 II
STt
1 5x4 11 ST1 5 S 1.5x4 11
113
12 Sx II 2 .5 I 10 11
4x4= 2x4 11 18 17 16 15 14 13 12
2x4 11 20 11 8x8= 8x8= 2x4 11 44=
2x4 11 2x4 11 20 11 2x4 11 1.5x4 11
1.5x4 11 2x4 11 1.5x4 I
x4
1.5x4 11 2 11 1.5x4 11
4$1 7-1-47 11 198E 2 -12 274-0
4$1 2-53 -1 11.7-0 01104 7-1-4
Plate Offsets(X Y) 14:0-3-0.0-1-41,[5'0 3 0,10-1-01,[6:0-14,04-0] [7:0-3-0.0-1-01,18:0-3-0,0-1-41,[17:0-2-12 0 3 8] [18.0-2-12 0-3-81
LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.05 17-18 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.07 17-18 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 10 n/a n/a
BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight:261 lb FT=0%
LUMBER BRACING
TOP CHORD 202 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins.
T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
BOT CHORD 2x6 HF No.2*Except* JOINTS 1 Brace at Jt(s):19
B2:2x10 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud*Except* during truss erection in accordance with Stabilizer Installation guide.
W3:2x4 HF/SPF Stud/STD
OTHERS 2x4 HF Stud
REACTIONS All bearings 20-0.0 except Qt=length)2-0-3-8.
(lb)- Max Horz2-232(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)2,10,17,12,14 except 18=-11 O(LC 5),16=-522(LC
1)
Max Grav All reactions 250 lb or less at joint(s)12,13,14,15 except 2=518(LC 1),18=866(LC 1).
10=448(LC 1),17=1255(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-515/69,3-4=-314/94,4-5=-401/123.5-6=-252/55,6-7=-252/60,7-8=-401/113,8-9=-314/57,
9-10=-521/52
BOT CHORD 2-18=-89/335,16-17=-3/364,15-16=-5/341,14-15=-5/341,13-14=-5/341,12-13=-5/341,10-12=-5/341
WEBS 4-18=-390/128,8-17=-390/112
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25f1;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone.cantilever left and right exposed,
end vertical left and right exposed,Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI/fPI 1.
4)Gable studs spaced at 1-4-0 oc.
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6)'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=7.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,17,12,14 except(jt=1b)18=110,
16=522.
8)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.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits
with the intended use of this component.
11)Attic room checked for L/360 deflection.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard *,fit/'
7" t. W
l 9969 ^I
�srrlST6���G~
ANAL�`
6/31/1
Digitally signed by:Terry L.Powell,P.E.
!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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'PI 1 Quality Criteria,DSB-89 and BCSI I Building theTRUSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 3 of 18
Job Truss Truss Type Q=]Job
SB305775 B1 ATTIC 2 Reference(optional
The Truss o./Tri- ounty Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MI ek Industries,Inc Thu Mary 30 1225:37 2013 Parge 1
ID:g3M54N 5WggJdtYDtSDIrLzRTlj-euWSlOe263DTO?JCpwp69Ce8YZybZcII3NIYLPzBHZC
-1.2-1 48-1 7-11-8 13--0 19-68 23-470 27-8.0 2fl-8.13
-2.1 48-1 3.3-7 5.98 5-9.8 �--3-9.8 ~ 4.2-011
8x6 I I Scale=1 89 6
6
3x6= 3x6=
10.00 12
5 7
3x12 II 14 3x12 II
4 1.5x4 I 8
10x10
N 10x10\\
3 1n O 9
11-3-8 1 10
1 2 B2 Hi 11
4x4= 13 12 4x4=
8x14= 8x14=
4&1 7.1-4 7 11,8 19-&8 z4-4-11223.4-o I 27-8.0
4.8.1 ~2.6.3 0.10 4 11.7.0 0-10.4 2-11-4 4-2.0
Plate Offsets MY):[4:0-10-7.0-0-12],-[5:D-3-0.0-1-01.[6:0.14.0-4-01,[7:0-3-0. 1-01 [8:0-10-7,0-0-121,[12:0-5-12,0-3-81,113:0-5-12,0-3-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.27 12-13 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.39 12-13 >838 240
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 10 n/a n/a
BCDL 7.0 Code IRC2009frP12007 (Matrix) Attic -0.16 12-13 872 360 Weight:227 lb FT-0%
LUMBER BRACING
TOP CHORD 2x12 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc pudins.
T1:2x4 HF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 HF No.2*Except* JOINTS 1 Brace at Jt(s):14
B2:2x10 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud*Except* during truss erection in accordance with Stabilizer Installation guid e.
W3:2x4 HF/SPF Stud/STD
REACTIONS (lb/size) 2=1770/0.3-8 (min.0-2-15),10=1770/0-3-8 (min.0-2-15)
Max Horz2=232(LC 4)
Max Uplift2=41(LC 5),10=-41(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2542/0,3-4--2242/0,4-5=-1462/97,5-6=-51/304,6-7=-51/304,7-8=-1462/97,&9=-2242/2,
9-10=-2542/0
BOT CHORD 2-13=-9/1906,12-13=0/1526,10-12=0/1906
WEBS 5-14=-1987/84,7-14=-1987/84,4-13.0/1122,8-12=0/1122,6-14=01392,3-13=-643/144,9-12=-6431144
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph,TCDL=4.8psf BCDL=4.2psf;h=25ft;Cal.ll;Exp B;enclosed;MWFRS(low-rise)gable end zone,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 chard live load nonconcurrent with any other live loads.
4)'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.
5)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-14,7-14
6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(7.0 psf)applied only to room.12-13
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits
with the intended use of this component.
11)Attic room checked for L/360 deflection.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
�1- A S At/
.zy taG
19go
5/31/1
Digitally signed by:Terry L.Powell,P.E.
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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/PPI 1 Quality Criteria,DSB-89 and BCSI 1 Building tYleTRVSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 4 of 18
Job Truss Truss Type Oly Ply
SB305775 B2 ATTIC 1 1
Job Reference(optional)
The Truss Co/Tri-County Truss.Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc Thu Mayy 30 12:25:37 2013 Page 1
ID:g3M54N 5WggJdtYDtSDIrLzRTIJ-euWSI0e263DT0?JCpWp69Ce8RZycZcB13NIYLPzBHZC
I-_ 48-1 7-11.8 13.9.0 19$8 23-4.0 27-6-0_ 2�-ii1 3
48.1 3.3-7 59.8 59.8 3-" 42.0 �1S
8x8 11 Scale=1:89 6
5
3x6- 3x6=
10.00�
4 6
3x12 II 13 3x12 II
3 2 1.5x4 7
10x10�i
cY 10x10_1
2 ay L e
1 11-3$ 1
82 810
44= 12 11 4x4=
8x14 8x14=
481 7.1-X7,118 19$8 2411223-40 I 27$0
48.1 2.53 0 10 4 11.7.0 0 10 4 2.11-4 42-0
Plate Offsets(X Y) [3:0-10-7.0-0-121,[4:0.3-0,0-1-01.15:0-14.04-01.[6:0-3-0,0-1-01,[7:0-10-7,0-0-121,[11:0-5-12,0-3-61,[12:0-5-12,0-3-8
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.27 1142 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.39 11-12 >840 240
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 9 n/a n/a
BCDL 7.0 Code IRC2009fTP12007 (Matrix) Attic -0.16 11-12 872 360 Weight:225 lb FT=0%
LUMBER BRACING
TOP CHORD 2x12 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purtins.
T3,T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
BOT CHORD 2x6 HF No.2*Except* JOINTS 1 Brace at Jl(s):13
B2:2x10 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud*Except' during truss erection in accordance with Stabilizer Installation uide.
W3:2x4 HF/SPF Stud/STD
REACTIONS (lb/size) 1=1676/0-3-8 (min.0-2-12),9=1772/0-3-8 (min.0-2-15)
Max Harz 1=-243(LC 3)
Max Uplift9=41(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-2557/0,2-3=-2254/3,3-4=-1464/97,4-5=-51!308,5-6=-51/304,6-7=-1468/102,7-8=-2247/5,
8-9=-2546/0
BOT CHORD 1-12=-20/1920,11-12=0/1532,9-11=0/1909
WEBS 4-13=-1994/90,6.13=-1994/90,3-12=0/1140,7.11=0/1122,5-13=0/393,2-12=-657/155,8-11=-642/143
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.Bpsf;BCDL=4.2psf;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=1.33 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)'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.
5)Ceiling dead load(5.0 psf)on member(s).3-4,6-7,4-13,6-13
6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(7 0 psf)applied only to room.11-12
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9.
8)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.
9)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
11)Attic room checked for L/360 deflection.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
71 A
r
4
i99019
I TS
r%`�rONAL
5/31/1
Digitally signed by:Terry L.Powell,P.E.
!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 JA
**
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building the V SSCO•INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio[hive,Madison,WI 53719
Pace 5 of 18
Job Truss Truss Type Qty Ply r
SB305775 B3 ATTIC 1 1
Job Reference(optional)
The Truss Co/Tri-County Truss,Sumner WA/Eugene OR/Buriington WA,TSE 7.350 s Jul 31 2012 MITek Industries,Inc Thu May 30 1225:37 2013 Page 1
ID;g3M54N SWggJdtYDtSDIrLzRTlj-euWSI0e263DTO?JCpWp69Ce8rZzOZZD13NIYLPzBHZC
2-7.9 5.11.0 11.8.8 17•&0 21.3.6 25-5-8 8-
2-7.6 3.3-7 5-0.8 S 0.8 3.9.8 4.2-0 1-2-13
8x8 11 Scale=1 69 6
5
3x6— 3x6=
10.00 11
4 6
3x6 11 14 3x12 11
3 2 1.5x4 I 7
10x10
11000 11000 N O
\\
1.5x4 II
2 N °b u7 8
1 � �
11.3-8
82 910
RU .7 13 12 11 4x4=
4x4= 8x14= 804=
2, 9 5.0.125r 11,0 17.6-0 1 -4,4 21.38 25.8.8
2-7-9 i 2-5-3 0.10.4 11-7-0 1114 2-11.4 4 2.0
Plate Offsets(X Y) [3:0-3-0,0-1-41,[4:0-3-0.0-1-01,(5:0-1-4,0-4-01,[6:0-3-0,0-1-01.17:0-10-3,0-0-12],[11:0-5-12
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.24 11-12 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.34 11-12 >890 240
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 9 nla n/a
BCDL 7.0 Code IRC2009frPI2007 (Matrix) Attic -0.15 11-12 879 360 Weight:224 lb FT=0%
LUMBER BRACING
TOP CHORD 202 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purtins, except end verticals.
T3,T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 HF No.2*Except* JOINTS 1 Brace at Al 14
B2:2x10 DF No.2 MITek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud*Except* durin truss erection in accordance with Stabilizer Installation guide.
W5:2x4 HF/SPF Stud/STD
REACTIONS (lb/size) 9=1643/0-3-8 (min.0-2-11),13=1642/0-3-8 (min.0-2-11)
Max Horz 13=-263(LC 3)
Max Uplift9=-43(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1811/6,3-4=-1356/98,5-6=-50/308,6-7=-1222/101,7-8=-2007/5,8-9=-2322/0
BOT CHORD 12-13--53/1017,11-12=0/1302.9-11=0/1738
WEBS 4-14=-1637/90,6-14=-1637/90,3-12=0/619,7-11=0/1126,5-14=0/328,2-12=-51/400,8-11=-695/141,
2-13=-1894/0
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;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=1.33 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)'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.
5)Ceiling dead load(5.0 psf]on member(s).3-4,6-7,4-14,6-14
6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(7.0 psf)applied only to room.11-12
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
11)Attic room checked for L/360 deflection.
12)All dimensions given in feet-inches-sixteenths(FRISS)format.
LOAD CASE(S)Standard
A is f(7
r
-o x
i ggil !-U
ss�("/STS� �y N
ANAL,
6(320
Elhltbrljhof e1cz.1Lf az'M'Opx f(MO/F/
!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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'PI 1 Quality Criteria,DSB49 and BCSI 1 Building �
Component Safety Information available from Truss Plate Institute,583 D'Onoftio Drive,Madison,WI 53719 sUleTRUNcO. INC.
Pa e6of18
7SB �Br4 TNSS Type Qty Ply
057 75 ATTIC 6 1
Job Reference(optional)
The Truss C. Tri-County Truss.Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu Me 30 12:25:38 2013 Page 1
ID:g3M54N 5WggJdtYDtSDIrLzRTlj-644rVjfgtMLKe9uONDKLhPB yzKRl1x$llU6trzBHZB
Ort8 8.3-0 +2-0-8 20-0-0 21-2•t,3
apse sas � sae 7•++-6 -z-+
8x8 11 Scale=1:89.6
10.00 +2 3
iik 7x8 MT18H II78 FT 10 9 =
8x14 MT18H= 8x14=
x5.8 12-0-8 1210]12 20-0-0
aS8 11-7-0 0-10-4 7.1.0-
Plate Offsets(X Y) [2:0-3-0.0-1-01,[3:0-14.04-01.[4:0-3-0,0-1-01,[5:0-10-3,0-0-121,19:0-5-12.9-3-81,110:0-6-12 0-1-21
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.35 9-10 >663 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.67 Vert(TQ -0.55 9-10 >429 240 MT18H 220/195
BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 7 n/a n/a
BCDL 7.0 Code IRC20091TPI2007 (Matrix) Attic -0.19 9-10 747 360 Weight:193 lb FT=0%
LUMBER BRACING
TOP CHORD 202 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals.
T3:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x10 DF No.2`Except' JOINTS 1 Brace at Jt(s):11
B2:2x6 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
WEBS 2x4 HF Stud*Except* during truss erection in accordance with Stabilizer Installation guide.
W2:2x4 HF/SPF Stud/STD,W1:2x8 DF No.2
REACTIONS (lb/size) 7=1233/0-3-8 (min.0-2-0).10=1596/0-3-8 (min.0-1-8)
Max Horz 10=-307(LC 3)
Max Uplift7=-50(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-913/100,2-3=-713/56,4-5=-418/111,5-6=-1211/14,6-7=-1573/0,1-10=-820172
BOT CHORD 9-10=-23/510,7-9=0/1184
WEBS 5-9=0/1151,6-9=-971/139
NOTES (14)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf,h=25ft;Cal.11;Exp B:enclosed;MWFRS(low-rise)gable end zone;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.
6)Ceiling dead load(5.0 psf)on member(s).4-5,2-11,4-11
7)Bottom chord live load(40.0 psf)and additional bottom chord dead load(7.0 psf)applied only to room.9-10
8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7.
10)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.
11)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
13)Attic room checked for L/360 deflection.
14)All dimensions given in feel-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
A''j/�
r
19919 �r
sj
6(3320
Ejhpbrm!t jhof e!cz,!Uf$z!M'Cpx f rMUF/
!WARNINGI-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 ANSI/1•PI 1 Quality Criteria,DSB-89 and BCSI I Building ttp�**�I*Co. INC.
the
"I"11155
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 i 1 V 0-7
Job Truss Truss Type =Job Page 7 of 18
S8305775 C GABLE
Reference o tional
The Truss Co./Tri-County Truss,Sumner WA/Eugene R/Burlington WA,TSE 7 350 s Jul 31 2012 MiTek Industries,Inc. Thu NB 30 12:25:38 2013 Pappe� 1
ID BiEzB_4V5w4aCitEarODo5zRmuG-644rVjfgtMLKe9u0NDKLhP84zUL19gS11U6trzBHZB
1-2-13 5 6.0 11-0-0 X12-2-13
1-2-13 58.0 5-6-0 1.2-13
4x5
Scale=1:39.9
�i
e NOTCH TOPCHORDS @ 4- O.0
1 5x4
1.5x4 II 8
5
0 1.5x4 ii
10 0
21.5x4 II 9
4 1.5x4 11
1.5x4 II T
T T5 10
3 T T
11
2
1 12
1
36= 19 18 17 16 15 14 13 3x5=
1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11
1 1.40
1.40
Plate Offsets(X,Y):12:0-3-1.0-1-81,[7:0-2-13.0-2-41,[11:0-3-1,0-1-81
LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 12 n/r 120 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 12 n/r 90
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 11 n/a n/a
BCDL 7.0 Code IRC20091TP12007 (Matrix) Weight:54 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing.
OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed
Burin truss erection,in accordance with Stabilizer Installation guide.
REACTIONS All bearings 11-0-0.
(lb)- Max Horz 2=-66(LC 3)
Max Uplift Al uplift 100 lb or less at joint(s)2,11,19,18,17,15,14,13
Max Grav All reactions 250 lb or less at joint(s)2,11,19,18,17,16,15,14,13
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;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=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI[TPI 1.
4)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 1-4-0 oc.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'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.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,11.19,18,17,15,14,13.
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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
A.5',c/I
r
� IaL
0 r W
19969
NA
O �v
SWCE
Ejhilbrm!t jhof e!czAX Iffi IMIQpx I mIQ/F/
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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'PI I Quality Criteria,DSB-89 and BCSI 1 Building theTRUSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 8 of 18
Job Truss Truss Type Oty Ply
SB305775 C1 COMMON 1 1
Job Reference(optional)
The Truss Co./Tri-County Truss,Sumner WA/Eugene OR I Burlington WA,TSE 7.350 s Jul 31 2012 Mi7ek Industries.Inc Thu May 30 12:2539 2013 zBgH� 1
ID:BIEzB 4VS1nr4eCitEarODoSzRmuG-bGeDj3glegTBGJTaxwraEdjOCfvId21W5bWhEfPHzBHZA
5.6-0 11-0.0
5.15.0 5-8.0
4x6 11 Scale=1 39 2
2
10.00 12
3
1
81
6 5 7 4 8 9
46= JUS28 3x8// JUS28 3x8\\ 48=
JUS28 JUS28 JUS28
3-1413 7-1-3 11.00
~ _ 3.10.13 328 31013
Plate Offsets(X.Y):[1:0-4-0.0-1-41,[2:0-2-8.0-2-01,13:04-0,0-1-41,14:0-6-3,0-0-41,[5'0-4-130.0-121 _
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.06 4-5 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.10 4-5 >999 240
BCLL 0.0 • Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 3 n/a n/a
BCDL 7.0 Code IRC2009ITP12007 (Matrix) Weight:58 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x8 OF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 20 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
Burin truss erection,in accordance with Stabilizer Installation uide.
REACTIONS (lb/size) 1=2530/0.5-8 (min.0.2.11),3■2977/0-5-8 (min.0-3-3)
Max Horz 1=-93(LC 3)
Max Upliftl=-212(LC 5),3=-250(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-3100/282,2-3=-30901281
BOT CHORD 1-6=-171/2270,5-6=-171/2270,5-7=-115/1591,4-7=-115/1591,4-8=-157/2263,8-9=-157/2263,
3-9=-157/2263
WEBS 2-5=-162/1918,2-4=-160/1899
NOTES (12)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf: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=1.33 plate grip DOL=133
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 61=11b)1=212,3=250.
6)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.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Use USP JUS28(With 10d nails into Girder&1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 10-0-12 to
connect truss(es)Dt(1 ply 2x4 HF) to front face of bottom chord.
9)Fill all nail holes where hanger is in contact with lumber.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits
with the intended use of this component.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
12)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
1)Regular Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-3=-14,1-2=-66,2.3=-66
Concentrated Loads(lb)
Vert:5=-933(F)6=-933(F)7=-933(F)8=-933(F)9=-933(F)
�y A
T
`L3 C1G
19969
�NAt, �
6WICE
Eih)rbrmltjhof 9Icz;!Uf stz!M!Cpx f m1aFl
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 Ad �+
regarding fabrication,quality control,storage delivery erection and bracing consult ANS1/i'PI 1 Quality Criteria,DSB-89 and BCSI I Building the i�i V Sa7C�. �..
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 9 of 18
Job Truss Truss Type Oly Ply [Job SB305775 D GABLE 1 1 Reference o tional
The Truss 6_Trr County Truss.Sumner WA/Eugene OR I Burlington WA,TSE 7.350 S Jul 31 2012 MiTek Industries,Inc. Thu Meyy 30 12.25:40 2013 Pagel
ID:BiEzB_4V5w4aCitEarODo5zRmuG-3TBbwPhwP_b2tS2nUeMpngGI7m88m2NkILzCxjzBHZ9
--"Zoo 11-3.0 �_ 22.6-0
113 11.3.0
3x4= Scale=1'.59.8
NOTCH 4-0-0 O.C.
10 11 12
g 13
8.00 12 8 14
7 15
e 18
5 IC sr,0 17
4 S 2 1
1 S 3 8
S 4
S 19
2
1
3x4= 34 33 32 31 30 29 26 27 28 25 24 23 22 21 20 3x4-
5x5-
22-6 O
--
Plate Offsets(X Y)F [11'0-2-0 Edgei [26:D-2-8.0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 1 n/r 120 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1 n/r 90
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 19 n/a n/a
BCDL 7.0 Code IRC2009ITP12007 (Matrix) Weight:1301b FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
Burin truss erection in accordance with Stabilizer Installation uide.
REACTIONS All bearings 22-6-0.
(lb)- Max Horz 2=170(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)2,34,33,32,31,30,29,28,25,24,23,22,21,20
Max Grav All reactions 250 lb or less at joint(s)19,2,34,33,32,31,30,29,28,27,26,25,24,23,22,21,20
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (13)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.Bpsf,BCDL=4.2psf;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=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 1.5x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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 fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,34,33,32,31,30,29,28,25,24,23,22,21
20.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
13)All dimensions given in feet-inches-sixteenths(FFIISS)formal.
LOAD CASE(S)Standard
L F'>
r
.g Ix
d i99b9
�5'S C/STV,
r�mKil,
6012G
Elhlrbrmltlhof e!czlUl sg'M'Cpxf m1O/F/
!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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building theTRUSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 10 of 18
Job Truss Truss Type Qty Ply -- —
SB305775 D1 COMMON 2
Job Reference(optional)
The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Budinglon WA,TSE 75zR s u 31 2012 MiTek Industries,Inc. Thu—May m 30 12 25:40 LzC Page 1
ID.BiEzB 4V5w4aCitEarODo5zRmuG-3TBbyyPhwP_b2tS2nUeMpngGhRm2nmlCklLzCxjzBHZ9
-&0 5-9-15 11-3-0 16-&1 22-&0
,V001 >}15 SS1 5-5-1 59.15
-1
4x4= Scale=1 58 5
4
8.00 F1 2
1.5x4\\ 1.5x4
3 5
6
2
1 9 10 8 11 7
3x5= 3x5=
3x4= 3x5= 3x4=
7-10 7 14.7.9 22$0
7.10. 6-9.2 7.10 t
Plate Offsets(X
LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.15 7-9 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.48 Ven(TL) -0.22 6-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.04 6 nla n/a
BCDL 7.0 Code IRC2009rrP12007 (Matrix) Weight:89 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2x4 HF No.2*Except* MiTek recommends that Stabilizers and required cross bracing be installed
W1:2x4 HF/SPF Stud/STD Burin truss erection in accordance with Stabilizer Installation uide.
REACTIONS (lb/size) 6=947/Mechanical,2=1071/0-5-8 (min.0-1-12)
Max Horz2=170(LC 4)
Max Uplift6=-72(LC 6),2=-124(LC 5)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1405/111,3-4=-1225/155.4-5=-1252/168.5-6=-1432/124
BOT CHORD 2-9=-87/1070,9-10=Or730,8-10=0/730,8-11=0!130,7-11=0/730,6-7=-38/1108
WEBS 4-7=-87/546,57=-346/155,4-9=-71/500.3-9=-314/145
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cal.ll;Exp B;enclosed;MWFRS(low-rise)gable end zone;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 pet bottom chord live load nonconcurrent with any other live loads.
4)'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=7.Opsf.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)2=124.
7)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.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits with
the intended use of this component.
10)Al dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
A1All
w
r
199619 r
NAL��G1
6N2G
Ejhjibim!tjhof e!cz;!L)f m!M!Qpx f n GF/
!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 dA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building theTRUSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 11of18
Job Truss FTrussType Qty PIY C
SB305775 D1A 3 1
Job Reference(optional
The Truss Co./Tri- ounty Truss,Sumner WA/Eugene OR/Buriington WA,TSE - 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu May 30 12.25.40 2013 Page 1
I D:Bi Ez8_4 V 5w4 aCitEarODo5zRmuG-3TBbwPhwP_b2tS2nUeM pngGgbm0mm0 R kl LzCxjzB H Z9
1-6-0 _ 5.9-15 11-3-0 16-8-1 2241-0
�1-6.0 { 59.15 -i 5.5.1 - i - - 5.5.1 5.9.15
3x4= Scale=1 60 3
3x4 i 5 3x4��
4 6
8.00 FIT
1.50\\ 1.5x4
3 7
5-9-8
8
2
1 11 18 10 9
3x4= 30=
30= 1.5x4 11 3x5= 3x4=
11.50 II
7.10 7 1130 14.7.9 22460
7.10.7 3.49 3.49 7-10-7
Plate Offsets(X Y): [4:0-0-12.0-1-81, '0 2 0 Edge] 16:0-0-12,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.14 9-11 >999 360 MT20 1851148
TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.25 9.11 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.04 8 n/a n/a
BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:98 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
Burin truss erection,in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 8=981/Mechanical,2=1108/0-5-8 (min.0-1.13)
Max Horz 2=170(LC 4)
Max Uplift8=-83(LC 6),2=-136(LC 5)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3--1469/130,3-4--1286/164,6-7=-1308/177,7-8=-1491/142
BOT CHORD 2-11=-101/1118,11-16--16/851,10-16=-16/851,9-10=-16/851,8-9=-53/1151
WEBS 7.9=-345/146,3-11--309/134,4-6=-858/173,4-11=-70/509,6-9=-86/545
NOTES (11)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.11;Exp 8;enclosed;MWFRS(low-rise)gable end zone;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)'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.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb)2=136.
7)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.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 12 lb up at 10-3-0,and 100 lb down and 12
lb up at 12-3-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits
with the intended use of this component.
11)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-66,5-8=-66,2-8=-14
Concentrated Loads(Ib)
Vert:10=-100 16=-100
1`. A1j,
{
199019
1STSR �C`
ONAL
6(I12d
Ejhjiblm!tjhof e!cz,'L$ssz'M'Wx f ml0/F/
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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI(rPI 1 Quality Criteria,DSB-89 and BCSI I Building theTRUSSCo. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 12 of 18
Job Truss Truss Type Oty Ply
SB305775 D2 COMMON 2 1
Job Reference(optional)
OR/Budinglon WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu May 30 12:25:41 2013 Pa
The Truss Co./Tri-County Truss,Sumner WA/Eugene g9e 1
I D:BiEzB_4V5w4aCitEarODo5zRmuG-Xflz7lhY9HjuVedz2Lt2J2pr'YAMIVTuu_-ejmUAzt3HZ8
0 5•x15 11-&0 22$0 24-00
L11--66 5&15 551 551 5915 1.80
3x4= Scale=1 60 3
3x4 5 3x4
4 6
8.00 12
1.5x4\\ 1.5x4
3 � 7
5-9-8
8
2
— 9
1 12 17 11 10
3x4= 3x4=
3x4= 1.5x4 II 3x5= 3x4=
1.5x4 II
7-107 11-3.0 14-7-9 22-8-0
7-107 3.49 3.48 7.107
Plate Offsets(X Y) [4:0-0-12,0-1-81,[5'0 2 0 Edge) [6'0-412 0-1-81
LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.14 1412 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.26 10.12 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.04 8 n/a n/a
BCDL 7.0 Code IRC2009/rP12007 (Matrix) Weight:99 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection,in accordance with Stabilizer Installation guides
REACTIONS (lb/size) 2=1097/0-5-8 (min.0-1-13),8=1095/0-5-8 (min.0-1-13)
Max Horz2=159(LC 4)
Max Uplift2--135(LC 5),8=-135(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-14511128.3-4=-1268/162,6-7=-1263/162.7-8=-1447/128
BOT CHORD 2-12=-85/1103,12-17=0/833,11-17=0/833,10-11=0/833.8-10=-3411099
WEBS 7-10=-3091134,3-12=-310/134,4-6=-848/171,4-12=-70/510,6-10=-69/500
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf,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=1.33 plate grip DOL=1.33
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4)'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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it=lb)2=135,8=135.
6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPl 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 lb down and 12 lb up at 10-3-0,and 100 lb down and 12
lb up at 12-3-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with
the intended use of this component.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-66,5-9=-66,2-8=-14
Concentrated Loads(lb)
Vert:11=-100 17=-100 t
r
i
19gb9
J'sj IST6���U1
6(X2CE
Elhlibimlt jhof e!cr.'L$siz1M10px f m10/F/
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 ANSI/1-PI I Quality Criteria,DSB-89 and BCSI I Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC.
Page 13 of 18
Job Truss Truss Type ty=Job SB305775 D3 COMMON 3 Reference(optional
The Truss Co./Tri-County Truss,Sumner WA I Eugene—OR/Burlington WA,TSE 7.350 a Jul 31 2012 MiTek Industries,Inc. Thu May 30 12:25:41 2013 Page 1
ID:BiEzB_4V5w4aCitEarODo5zRmuG-Xflz7lhY9HjuVcdz2Lt2J2ptIAPnV Uhu_?jmUAzBHZ8
-1.8.0 54-15 11.3.0 1&&1 22$0 24.0.0
1.8 0 59 15 55 1 5.5.1 5 9 15 1-8 0
40= Scale=1 58 5
4
8.00 rl 2
1.50\\ 1.5x4
3 5
6
2
7
1 10 11 9 12 8
3x5= 3x5=
3x4= 3x5= 30=
7-10.7 ! 14.7.9 ! 22$0
7.10.7 692 7-10.7
Plate Offsets(x,Y): 2:0-2-9,0 1-6, 4:a2-0,o-1-1-21,[6.0-2-9,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.15 8-10 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.20 6-8 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 6 n/a We
BCDL 7.0 Code IRC20091TP12007 (Matrix) Weight:91 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2*Except' MiTek recommends that Stabilizers and required cross bracing be installed
W1:2x4 HF/SPF Stud/STD Burin truss erection,in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 2=1059/0-5-8 (min.0-1-12),6=1059/0-5-8 (min.0-1-12)
Max Horz2--159(LC 3)
Max Upllft2--123(LC 5),6--123(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1385/109,3-4=-1206/153,4-5--1206/153,5-6=-1385/109
BOT CHORD 2-10=-71/1054,10-11=0/712,9-11=0/712,9-12=0/712,8-12=0/712,6-8=-19/1054
WEBS 4-8=-71/501,5-8-3114/1145.4-110=411501,3-10=-3141145
NOTES (9)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;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=1.33 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)'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=7.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)2=123,6=123.
6)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.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)This truss is designed for a creep factor of 1.25.which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with
the intended use of this component.
9)All dimensions given in feet-inches-sixteenths(FFIISS)formal.
LOAD CASE($)Standard
r
d f 99b9 r
,Ssf QISTSa'��`�Gti
NAVI
6042CE
Ejhjtbtmlt jhof e!czAN sm!M!Clpx I mi0/F/
I WARNINGI—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 ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC.
Page 14 of 18
Job Truss Truss Type Qty Ply
S8305775 D4 SPECIAL 1
Job Reference o lional
The Truss Co./Tri-County Truss,Sumner WA/Eugene R/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu May 30 1225:41 2013 Page 1
ID:BiEzB_4V5w4aCitEarODo5zRmuG-XfIz7lhY9HjuVcdz2Lt2J2pk8AK7VMn u_?jmUAzBHZ8
•1-5-0 611.3 11-3.0 18.8.4 22.8.0 24.0.0
1-80 511-3 5-3.13 534 511-12 1-B-0
Scale=1 59 4
40=
4
8.00 12
30 i 40
3 5
8 0
5x5= g
2 7
1
3x5= 10 5x8= 5 00,12 3x5
1.5x4 II
511.3 11.0 0 16-6-4 22.8-0
511.3 5413 5 fro - 511.12
Plate Offsets(X Y) [2:0-2-5',_0-1 81 [10-1-12.0-1-81.[5:0-0-12.0-1-121.(6:0-1-12,0-0-111.[8:0-2-8.0-3-01.19:0-5-12.0.2_81
LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.21 8 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.38 8-9 >688 240
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.28 6 n/a n/a
BCDL 7.0 Code IRC2009frPI2007 (Matrix) Weight:93 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF/SPF Stud/STD*Except* WEBS 1 Row at midpt 5-9
W503!2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection,in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 2=996/0-5-6 (min.0-1-10).6=996/0-5-8 (min.0-1-8)
Max Horz 2=161(LC 4)
Max Uplift2=-123(LC 5),6=-123(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1278197,3-4=-895/130,4-6=-867/130,5-6=-2796/112
BOT CHORD 2-10=-60/963,9-10z-60/963.8-9=-36/2376,6-8=-38/2378
WEBS 3-9=-4081114,5-9=-1916/81.5-8=011897,4-9=_59/539
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05:85mph;TCDL=4.8psf;BCDL=4.2psf;h=25f1;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone,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)'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.
5)Bearing at joint(s)6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=123,6=123.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with
the intended use of this component.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
AS
r
rr
70 w
19969
rISTSv; �G~
�NAL�`
60329
Elhlrbrm!tlhof e!cz.'tll sEz M'Clpxf mICYF/
!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 he
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 ANSI/1-PI I Quality Criteria,DSB-89 and BCSI I Building theTRUSSCO. INC.
Component Safety Informadon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Page 15 of 18
Job Truss Truss Type =Job SB305775 D5 SPECIAL Reference(optional)
The Truss Co./Tri-County Truss,Sumner WA/Eugene OR I Burlington WA,TSE 7 350 s Jul 31 2012 MI ek Industries,Inc Thu May 3012:25:42 2013 Page 1
ID:BiEzB 4V5w4aCitEarODo5zRmuG-?rJLL5iAwbd7mC9c3OHsFLxSaghEpj1CfSJOczBHZ7
-1.8-0 511.3 11.30 _ 16-&4 22.6-0
1.8.0 511-3 53.13 53.4 5-11.12
Scale=1 59.4
04=
4
8.00 12 3x4 4x4
3 5
Wl 7 0
8
5x5=
2
1
8
3x5= 9 3x5
5x8= 5.00 12
1.5x4 II
511-3 11-40 18&4 22.8-0
511.3 5013 58.4 511.12
Plate Offsets(X Y) 12:0-2-9.0-1-81,[3:0-1-12.0-1-81.[5:0-0-12,0-1-121,[6:o-1-120-0-11] [7:D-2-8,0-341.[8:0-5-12.0-2-81
LOADING(pll SPACING 2-0-0 CSI DEFL in (loc) Vdae Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.22 7 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 Be 0.71 Vert(TL) -0.39 7-8 >678 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.29 6 n/a n/a Weight:91 lb FT=0%BCDL 7.0 Code IRC2009/rP12007 (Matrix)
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF/SPF Stud/STD*Except* WEBS 1 Row at midpt 5-8
W5,W3:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 6=87710-5.8 (min.0-1-8),2=100010-5-8 (min.0-1-10)
Max Horz 2=170(LC 4)
Max Uplift6=-71(LC 6),2=-124(LC 5)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-i286/98.3-4=-903/135,4-5=-875/131.5-6=-2854/152
BOT CHORD 2-9=-74/969,8-9=-74/969,7-8=-78/2434,6-7=-8012439
WEBS 3-8=-408/114,5-8=-1973/169,5-7=-10/1952,4-8=-65/550
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=2511;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;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 pal bottom chord live load nonconcurrent with any other live loads.
4)'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.
5)Bearing at joints)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 100 lb uplift at joint(s)6 except Ot=lb)2=124.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with
the intended use of this component.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
)� A.SF//
r
� OG
19yb9
t�A's IsTE��°�V�
6042G
ElhlrbrmRlhof e czAK az M x m10/Ff
!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 ** c
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'PI 1 Quality Criteria,DSB-89 and BCSI I Building tileTRUSScO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onoftio Drive,Madison,WI 53719
Pa e16of18
Job Truss Truss Type City Ply l
SB305775 D6 SPECIAL 1 1
Job Reference o tionat
The Truss Co.I Tri-County Truss,Sumner WA I Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 Mi ek Industries Inc Thu May 30 12:25,42 2013 Pagel
ID BiEzB_4V5w4aCitEarODo5zRrnuG-?rJLLSiAwbr17nnt OHsFLx5aghEp)1CfSJOcz8HZ7
-1-&0 5-11-3 11-3.0 16-6-4 22 t-0-
-1-8-0 517.3 5313 5-3-4 5.11.12
44= Scale=1 59 4
4
8.00 FiT 3x4-i 4x4
3 5
7 0
5x5= 8
2 H1 0
1
3x5= 9 8 3x5
1.5x4 II
5x8= 5.00 F1 2
11-3 11-0-0 18&4 22$0
s1111.3 5:Al 58 4 511.12
Plate Offsets(X,Y): 2:0-2-9.0-1-8 3:0.1.12.0-1-8 5:0.0-12 0-1-12 8:0-1-120-0-11 7:0-2-8 0-3-4 [8:0-5-12,0-2-81
LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.22 7 >999 360 MT20 1851148
TCDL 8.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.39 7-8 >878 240
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.29 6 n/a n/a
BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:91 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3.7 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF/SPF Stud/STD*Except* WEBS 1 Row at midpt 5-8
W5,W3:2x4 HF No.2 MITek recommends that Stabilizers and required cross bracing be installed
durin truss erection in accordance with Stabilizer Installation g uide.
REACTIONS (lb/size) 6=877/0-5.8 (min.0-1-8),2=1000/0-5-8 (min.0-1-10)
Max Horz2=170(LC 4)
Max Uplift6=-71(LC 6),2=-1 24(LC 5)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(to)or less except when shown.
TOP CHORD 2-3=-1286198,3-4=-903/135,4-5=-875/131.5-6=-2854/152
BOT CHORD 2-9=-74/969,8-9=-74/969,7-8=-78/2434,6-7=-8012439
WEBS 3-8=-408/114,5-8=-1973/169,5-7=-10/1952,4-8=-65/550
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05:85mph:TCDL=4.8psf:BCDL=4.2psf;h=25ft;Cat.11;Exp B.enclosed,MWFRS(low-rise)gable end zone;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)•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.
5)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)2=124.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)This truss is designed for a creep factor of 1,25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits with
the intended use of this component.
10)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
��• A.SF/�
r
l
i9969
951159
ANAL�`
6(42CE
Ejhjtbrm!ljhof alcz;!td ssz!M10pxf ml01Fl
WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH IS TRUSS DRAW ING 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 ANSI1TP1 I Quality Criteria,DSB-89 and BCSI I Building
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC.
Page 17 of 18
Job Truss Truss Type Qty Ply
SB305775 D7 SPECIAL 5 1
Job Reference o tional
The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu May 30 12:25:42 2013 Pee 1
ID:BiEz6 4V5w4aCitEarODo5zRmuG-?rJLL5iAwbr17mC9c3OHsFLvuagMEp01CfSJOczBHZ7
-1-8.0 511-3 1130 _16-6-4 22-60 24.0.0
1.60 511-3 5313 5-3-4 511-12 1 160
4x4= Scale=1:59.4
4
8,00 12 3x4 44
3 5
8 0
5x5= g
2 7
1
3x5= 10 9 3x5
1.5x4 11 5x8= 5.00 12
St 1-3 11.0-0 16.8-a 2z-bo
511.3 50.13 St14 S 11.12
Plate Offsets(X Y) 12:0-2-9,0-1-8],[3:0-1-12.0-1-81,[5:0-0-12,0-1-121,[B:0-1-15,0-0-111,18:0-2-8.0-3-01-19:0-5-12.0-2-81
LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.21 8 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.38 8-9 >688 240
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.28 6 n/a n/a
BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight:93 lb FT-0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-610 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF/SPF Stud/STD*Except* WEBS 1 Row at midpt 5-9
W5:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 2=996/0-5-8 (min.0-1-10),6=996/0-5-8 (min.0-1-8)
Max Horz2=161(LC 4)
Max Uplift2=-123(LC 5),6=-123(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1278/97,3-4=-895/130,4-5=-8671130,5-6=-2796/112
BOT CHORD 2-10=-60/963,9-10=-60/963,8-9=-36/2376,6-8=-38/2378
WEBS 3-9=-408/114,5-9=-1915181,5-6=0/1897,4-9=-59/539
NOTES (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;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=1.33 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)'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.
5)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=123,6=123.
7)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.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with
the intended use of this component.
10)All dimensions given in feel-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
ET0
SAl
r
r.:
.0 x
r! W
,,. 19969
Cj~•
Sl�t'Vl�l.•Y��
60120
Ejhjibrm!tjhof e!cz,!LN sszVOpx f m1Q/F/
!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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/1'P1 I Quality Criteria.DSB-89 and BCSI I Building theTRUSSCo. INC.
Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719
Pa e18of18
Job Truss Truss Type Qty Ply
S8305775 D8 GABLE 1 1
Job Reference(optional)
The Truss Col Tri-County Truss,Sumner WA I Eugene Orlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Thu May 30 12'25'43 2013 Page 1
10 BiEzB_4V5w4aC itEarODo5zRmuG-T1 tkYRjphvzckwnLAmwWOTuGM_ArzP6 BRJCtY2zBHZ6
-1.8.0 11.3.0 _ 22-6-0 F 24-0-0
1•8-0 11-3.0 11-3-0 1.6.0
Scale=1 59 8
3x4-
NOTCH 4-0-0 O.C.
10 11 12
9 13
8.00 12 8 14
7 15
6 16 1 fig 5 S 0 17
4 18 1
S 2 S 3
S 4
S
19
2 20
1
3x4= 3x4=
35 34 33 32 31 30 29 28 27 26 25 24 23 22 21
5x5
22$0
22-6-0
Plate Offsets X Y:11 1:0-2-0 Ed e, 7:0-2-8.0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.17 Verl(LL) -0.01 20 n/r 120 MT20 1851148
TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vart(TL) -0.02 20 n/r 90
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.01 19 n/a n/a
BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight:132 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection,in accordance with Stabilizer Installation guide.
REACTIONS All bearings 22-6-0.
(III)- Max Horz 2=159(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)2,35,34,33,32,31,30,29,19,26,25,24,23,22,21
Max Grav All reactions 250 lb or less at joint(s)2,35,34,33,32,31,30,29,28,19,27,26,25,24,23,22,21
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (13)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf,h=251`1;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed
end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per ANSIIrPI 1.
4)All plates are 1.5x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
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 fit between the bottom
chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,35,34,33,32,31,30,29,19,26,25,24,23
22,21.
10)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.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verity that this parameter fits
with the intended use of this component.
13)All dimensions given in feet-inches-sixteenths(FFIISS)format.
LOAD CASE(S)Standard
r
O19969
ONAL�
6(#2�
Elhjdtrmlljhof elcz;!Uf az'M'Opx f rn10/FI
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 AA
regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building theTRUSSCO. INC.
Component Safety Information available from Truss Plate Institute,583 D'Orl Drive,Madison,WI 53719