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2603 Truss Specs 10082012 rage: i � P.O.Box 1770 ProduCtion List DATE:10�08�12 Sumner,WA 98390 O R D E R # 11661 (253)863-5555 SCHEDULED DELIVERY DATE / / Fax:(253)891-1168 QUOTE# 1,�11e�R�SSCO. CUSTOMER PO# � $UILDING SUPPLY INC. SOUN200 SALES REP Mike Poorman SOUNDBUILT NW, LLC JOB NAME:TAHOMA TERRA LOT 34 P O BOX 73790 MODEL: 2603A 3-CAR LOT# 34 SIDE: PUYALLUP,WA 98373 DELIVERY INSTRUCTIONS: BY DATE (253)848-0820 QUOTE NR/RD 10/08/12 LAYOUT � � TT LOT 34/2603A 3-CAR W-PATIO ENGN. RD 10/08/12 SPECIAL INSTRUCTIONS: YELM,WA TEMS �TY ITEM TYPE DESCRIPTION LENGTH NOTES FT-IN-16 50 Blocks 2 X 4 Solid 50 Blocks 2 X 4 Vented 4-hole 14 Hanger MUS26 300F TRUSSES ;OFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB HEIGHT ID PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT GABLE 28-00-00 27-10-08 06-09-05 A� 1 135.3 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 00-01-08 Ai -> Notch T/C @ 4'-0"O.C. 135.31bs COMMON 28-00-00 27-10-08 06-09-05 A2 3 94.8 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 00-01-08 2ea.s i� COMMON 28-00-00 27-10-08 06-09-OS A2A 2 106.4 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 00-01-08 212.81b5 COMMON 28-00-00 28-00-00 06-09-05 ,/' A3 1 106.7 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 �os.�its COMMON 28-00-00 28-00-00 06-09-05 A4 3 108.6 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 325.B Ibs COMMON 28-00-00 27-09-00 06-09-05 A/ AS 4 94.5 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 00-03-00 378 31bs �� GABLE 28-00-00 27-09-00 06-09-05 A6 1 135.0 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 00-03-00 A6 -> Notch T/C @ 4'-0"O.C. 135.OIbs SCISSORS 28-00-00 27-09-00 06-09-05 A� 6 110.9 Ibs.each 5.0 2.5 2 X 4 2 X 4 01-06-00 00-03-00 665.5 Ib5 COMMON 1 12-00-00 12-00-00 B� 62.2 Ibs.each 9•0 0.0 2 X 4 2 X 6 01-06-00 05-11-14 62.21bs GABLE 12-00-00 12-00-00 05-11-14 B2 1 58.1 Ibs.each 9�0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 B2 -> Notch T/C @ 4'-0"O.C. 58.1 Ibs � COMMON 1 20-00-00 20-00-00 08-11-14 Ci 2 PI 208.9 Ibs.each 9•0 0.0 2 X 4 2 X 6 01-06-00 2oa.si� � Page: 2 SOUNDBUILT NW, LLC Order Number: 11661 �OOF TRUSSES iOFILE �PE �TY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB HEIGHT ID PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT SCISSOR 20-00-00 20-00-00 08-11-14 C2 6 76.3 Ibs.each 9•0 4.5 2 X 4 2 X 4 01-06-00 457.81bs GABLE 20-00-00 20-00-00 08-11-14 C3 1 151.9 Ibs.each 9�0 0.0 2 X 4 2 X 4 01-06-00 C3 -> Notch T/C @ 4'-0"o.c. ,s,.s�� MONOTRUSS 02-00-00 01-11-08 01-05-08 D1 6 6.9 Ibs.each 4.0 0.0 2 X 4 2 X 4 01-06-00 00-00-08 41.61bs � MONOTRUSS 01-00-00 00-11-08 01-01-08 D2 4 4.2 Ibs.each 4.0 0.0 2 X 4 2 X 4 01-06-00 00-00-08 17.0 Ibs /,-,J MONOTRUSS 02-00-00 01-11-08 00-11-12 «� D3 1 5.1 Ibs.each 4.0 0.0 2 X 4 2 X 4 00-00-08 5.1 Ibs GABLE 20-00-00 20-00-00 OS-01-O5 E 1 84.6 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 E -> Notch T/C @ 4'-0"o.c. �61� COMMON 20-00-00 20-00-00 OS-01-05 E� 5 66.4 Ibs.each 5.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 332.21b5 GABLE 14-00-00 14-00-00 03-01-11 F 1 45.0 Ibs.each 4.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 F -> Notch T/C @ 4'-0"o.c. as.o�bs COMMON 14-00-00 14-00-00 03-01-11 F� 6 39.8 Ibs.each 4.0 0.0 2 X 4 2 X 4 01-06-00 01-06-00 238.91bs =ile: F:\MITEK�JOBS\11661�A1.TRE Loading: 25- 8 - 0 - 7 Max. Height: e.s 'RUSSES: 55 ALL PRODUCTS: 169 PIECES: 467 WEIGHT: 3,948 Page 1 of 21 Job Truss Truss Type Qty Ply STERLING COURT , 2473C3CAR A1 GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:08 2012 Paqe 1 I D:urGetCvylvMMbAo7q LAI DTyLJ po-SVDq8W iHjeyE4Xj I?wfDv7mf0Evl DvrrOq62g6zG Cjz -�-60 �a-ao z�-�o-e z�4o � �-�o � �a-ao � �s-�o-a a -e 3x5= Scale=1:50.9 NOTCH 4-0-0 O.C. 11 12 13 �p 14 5.00 12 9 15 8 �sq� � 17 6 18 5 �g q T T 20 �T T�� T ZZ �1 2 lo 3x5= q0 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x5= Sx5= 27-10-8 28ro-0 27-10-8 0.-8 Plate Offsets(X,Y):[12:0-2-8,Edge],[30:0-2-8,03-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.02 1 n/r 120 MT20 185/148 (ROOf Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 1 n/r 90 TCDL 8 0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight:135 Ib FT=16% BCDL 7.0 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 No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 22=87/27-10.8 (min.0-3-13),2=227/27-10-8 (min.03-13),40=156/27-10-8 (min.0-313),39=90/27-10-8 (min.0-3-13),38=110/27-10-8 (min.03-13),37=106/27-10-8 (min.0-3-13),36=107/27-10-8 (min.03-13),35=107/27-10-8 (min.0-3-13),34=107/27-10-8 (min. 0-3-13),33=107/27-10-8 (min.0.3-13),32=103/27-10-8 (min.03-13),31=103/27-10-8 (min.03-13),30=107/27-10-8 (min.03-13), 29=107/27-10-8 (min.0-&13),28=107/27-10-8 (min.03-13),27=107/27-10-8 (min.0-3-13),26=105/27-10-8 (min.0-3-13), 25=116/27-10-8 (min.03-13),24=66/27-10-8 (min.0-313),23=206/27-10-8 (min.0-3-13) Max Horz2=72(LC 7) Max Uplift2=-44(LC 7),40=-7(LC 7),39=-27(LC 7),38=-17(LC 7),37=-20(LC 7),36=-19(LC 7),35=-19(LC 7),34=-19(LC 7),33=-25(LC 7), 30=-27(LC 8),29=-19(LC 8),28=-19(LC 8),27=-19(LC 8),26=-19(LC 8),25=-20(LC 8),24=-12(LC 8),23=-39(LC 8) Max Grav22=87(LC 1),2=227(LC 1),40=156(LC 2),39=90(LC 1),38=110(LC 2),37=106(LC 1),36=107(LC 1),35=125(LC 2),34=144(LC 2), 33=t45(LC 2),32=126(LC 2),31=131(LC 3),30=148(LC 3),29=147(LC 3),28=137(LC 3),27=108(LC 3),26=105(LC 1),25=116(LC 3), 24=66(LC 1),23=206(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-72/22,3-4=-47/19,4-5=-31/30,5-6=-25/42,6-7=-25/53,7-8=-25/65,8-9=31/76,9-10=31/88,10-11=-3�/101,11-12=-27/93, 12-13=-28/92,13-14=-34/97,14-15=-32/78,15-16=-32/61,16-41=-1/44,17-41=-25/42,17-18=-25/32,18-19=-25/21,19-20=-24/10,20-21=-33/1, 21-22=-55/29 BOT CHORD 2-40=0/62,39-40=0/62,3&39=0/62,3738=0/62,3637=0/62,3536=0/62,34-35=0/62,3334=0/62,32-33=0/62,31-32=0/62,30-31=0/62, 29-30=0/62,28-29=0/62,27-28=0/62,26-27=0/62,25-26=0/62,2425=0/62,23-24=0/62,22-23=0/62 WEBS 3-40=-134/38,4-39=-72/29,5-38=-91/31,6-37=-87/30,7-36=-88/30,835=-106/30,9-34=-125/30,1033=-127/36,1132=-109/0,1331=-112/0, 14-30=-130/38,15-29=-128/30,16-28=-118/30,17-27=-89/30,18-26=-87/30,19-25=-93/32,20-24=-63/23,21-23=-154/52 NOTES (14) 1)Truss designed for wind loads in the plane of the truss and against exposed face of studs 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or t.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-40 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•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 beriveen the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 Ib uplift at joint 2,7 Ib uplift at joint 40,27 Ib uplift at joint 39,17 Ib uplift at joint 38,20 Ib uplift at joint 37,19 Ib uplift at joint 36,19 Ib uplift at joint 35,19 Ib uplift at joint 34,25 Ib uplift at joint 33,27 Ib uplift at joint 30,19 Ib �• �i� uplift at joint 29,19 Ib uplift at joint 28,19 Ib uplift at joint 27,19 Ib uplift atjoint 26,20 Ib uplift at joint 25,12 Ib uplift at joint 24 and 39 Ib uplift at joint 23. A+� 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �J 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. ,,,r 13)This truss is designed for a creep fador of 1.25,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits s with the intended use of this component. tlddtAdlAtlIIBA�Bg!piven in feet-inches-sixteenths(FFIISS)fortnat. � � �,, .c ��,,,+, � t 9+3b9 � �,�„�1 ��S �rCS�'�,��' '�ti ��f�.�v�`� 5/15/1 Digitally signed by:Terry L.Powell,P.E. !WARNINC!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW[NG 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 strucmre is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building } Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Lh„QQ�v��CQ.��. Page 2 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR A1 GABLE 1 1 Job Reference(optional) The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industnes,Inc�Tue May 15 13:50�09 2012 Page 2 I D:u rG etCvy IvMM bAo7q LAI DTy LJ po-wh nCM sjvUy45h h IxZdAS R KJqmeFXyM5?d U rcCYzGCjy LOAD CASE(S)Standard 1.� �� . Ast�r � �Ca ` r� ��s � �5��rs°r��'.��,C�~ ��V'A�-�` 5/15/1 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 wnnectors.This design is based only upon parameters shown,and is for an individual building componen[to be installed and loaded veRically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individuai web members only.Additional temporary bracing to insure stability during conshuction is the responsibility of the erector.Additional permanent bracing of the overall shucture is the responsibiliry of the building designer.For general guidance regarding fabrication,quality conhol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building ��!*C�rri-. r�r.�.� Page 3 of 21 Job Truss Truss Type atY P�Y STERLING COURT 2473C3CAR A2 COMMON 3 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:10 2012 Page 1 I D:urGetCvylvMM bAo7q LAI DTyLJpo-PuLaZCjYF FCyJrt87Khh_YspH2Q IhjQ8s8b91_zGCjx ��o ��a ia-ao zo-az 2�-�o-a 2�0 � �-�o{ �-a�a � s-az � �e-z � �2 s a�f a Scale=1:49.0 4x5= 4 5.00 12 10 11 2x4// 2x4\� 3 5 1 6 2 � y�� Iv 9 12 13 8 7 � 4x5= 3x4= 3x5= 3x4= 3x6� I gg7 18-2-9 I 27-10.8 28r0-0 gcy7 &53 9-7-15 0.-8 Plate Offsets(X Y) [2 0.1-10 Edge� [6�0-1-8 0-1-8] [7 0-1-12 0-1-8] [9 0-1-12 0-1-81 LOADiNG(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 Vert(LL) -0.32 7-9 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberinaease 1.15 BC 0.78 Vert(TL) -0.50 6-7 >656 240 TCDL $.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.10 6 n/a n/a BCDL �.0 y Code IRC2009/TPI2007 (Matrix) Weight:95 Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 HF/SPF Stud/STD REACTIONS (ib/size) 6=1151/Mechanical,2=1272/0-5-8 (min.0-2-2) Max Horz2=72(LC 7) Max Uplift6=-96(LC 8),2=-149(LC 7) FORCES (Ib)-Mabmum Compression/Maximum Tension TOP CHORD 1-2=0/37,23=-2353/201,3-10=-2037/158,4-10=-1941/181,4-11=-1948/191,5-11=-2045/168,5-6=-2361/213 BOT CHORD 2-9=-179/2083,9-12=-07/1399,12-13=-47/1399,8-13=-47/1399,7-8=-47/1399,6-7=-142/2090 WEBS 4-7=-63l755,5-7=-531/161,4-9=-53/730,3-9=-514/156 NOTES (12) 1)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 nght exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 Ib uplift at joint 6 and 1491b uplift at joint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sedions 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 defledion. The building designer shall verify that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inchessi�cteenths(FFIISS)fortnat. LOAD CASE�S)Standard �< �� . 1�1.5 Jt f1" � � � r w � � � � �496�? �tS��,.'��C S'T��'�'�G�� j�NAL�` 5/15/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VER[FY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connec[ors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded veRically. 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 petmanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building ** Component Safety InformaHon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the�V S��iQ.�C. Page 4 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR A2A COMMON 2 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:11 2012 Page t I D:u rGetCvy IvMM bAo7q LAI DTy LJpo-t4vymYkAOZKpx?SKg2CwXl0?kRj EQ 5FH4oKj H RzG Cjw -1-60 7-314 14-0.0 20-&2 27-10-8 281¢0 � �-�o � �aia s-az i �az � �-z-s a-a 3x5= Scale=1:53.8 5 3x6� 3x6� 4 6 5.00 12 2x4\� 18 19 2x4// 3 � F.A.�1��ATFORM 1 4 g z 2x4= � � 2x4= �I� Iq 13 1z2x4 II �� 10 9 ° 4x5= 3x4= Zx4 II 3x6= 3x4= 4x5= 2x4 I I aa� is-ao isao is-z-s z�-io-e 2e,4o � 9-&7 32-9 � 2-0.0 � 3-2-9 � &7-15 0.-8 Plate Offsets(X,Y):(2:0-1-14,Edge] (4:0-1-4,0.1-8],[5:0-2-S,Edge],(6:0-1-4,0-1-8] LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCIL 25.0 p�ates Increase 1.15 TC 0.88 Vert(LL) -0.46 8-9 >717 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.95 Vert(TL) -0.66 8-9 >501 240 TCDL $� Rep Stress Incr NO WB 0.80 Horz(TL) 0.10 8 n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:106 Ib FT=16°h BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2`Except' TOP CHORD Strudural wood sheathing diredly applied or 2-2-14 oc purlins. T2:2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2'Except` WEBS 1 Row at midpt 14-15 (or sheathed plalfortn) B1:2x4 HF 1650F 1.5E WEBS 2x4 HF/SPF Stud/STD`Except' W3:2x4 HF No2 REACTIONS (Ib/size) 8=1199/Mechanical,2=1320/0-5-8 (min.0-23) Max Horz2=72(LC 7) Max Uplifl8=-109(LC 8),2=-161(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,23=-2455/223,3-18=-2162/183,4-18=-2091/195,4-5=-315/65,5-6=-286/56,6-19=-2099/205,7-19=-2175/193,7-8=-2477/238 BOT CHORD 2-13=-198/2170,12-13=-93/1756,11-12=-93/1756,10-11=-93/1756,9-10=-93/1756,8-9=-164/2197 WEBS 6-15=-55/650,9-15=-51/611,7-9=-536/156,13-14=36/566,4-14=-41/607,3-13=-482/143,4-6=-1513/155,14-17=-4/2,16-17=-4/2,15-16=-4/2, 11-16=-7/59,12-17=-8/60 NOTES (13) 1)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=7.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 8 and 161 Ib uplift at joint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 Ib down and 12 Ib up at 15-0-0,and 100 Ib down and 12 Ib up at 13-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits with the intended use of this component. 13)All dimensions given in feet-inchessiuteenths(FFIISS)format. LOAD CASE�S)Standard * �y 1)Snow:Lumber Increase=1.15,Plate Increase=i.15 L� �`�} � Unifortn Loads(pl� "" Vert:1-5=-66,5-8=-66,2-8=-14 'A'��If ConceMrated Loads(Ib) � Vert:11=-100 12=-100 :i "......��}}} � �. � �, � �v��Q �:ccl �'�''��rs��'�G� ��VAL.'�` 5/15/1 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 pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for la[eral suppoR 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 regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y,� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 1,J,7,Q�US�CQ.�N�. Page 5 of 21 Job Truss Truss Type QtY P�Y STERLING COURT .2473C3CAR A3 COMMON 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:12 2012 Page t ID:urGetCvylvMMbAo7qLAIDTyLJpaLGTK_tlontSgY91 WEIk93zx8c2F9YURJS4GptzGCjv -�-�.o �-�ia �a-ao zo-az zaao 1-60 7-3'14 6&2 6&2 7-314 3x5= Scale=1:53.8 5 3x6� 3x6� 4 6 5.00 12 2x4\� 18 19 2x4// 3 � F.A.�1��ATFORM � a a 2 2x4= 1 1 2x4= � y�1 Io � �3 1z2x4 II �� 10 9 4x5= 4x5= 3x4= 3x6= 3x4= 2x4 II 2x4 II gg-7 13-0.0 15-0.0 18-2-9 28-0.0 gg7 32-9 2-0.0 3-2-9 9-9-7 Plate Offsets(X Yp[2 0 1 14 Edge] [4 0 1 4 0 1 8] [5�0 2 8 Edge] (6�0.1-4 0-1-8] [8 0-1-10 Edgel LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 1.00 Vert(LL) -0.49 8-9 >674 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.97 Vert(TL) -0.70 8-9 >473 240 TCDL 8� Rep Stress Incr NO WB 0.80 Ho2(TL) 0.10 8 n/a n/a BC�L 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:107 Ib FT=16°k BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 61:2x4 HF 1650F 1.5E WEBS 1 Row at midpt 14-15 (or sheathed platform) WEBS 2x4 HF/SPF Stud/STD'ExcepC W3:2x4 HF No.2 REACTIONS (Ib/size) 8=1198/0-5-8 (min.0-2-0),2=1319/0-5-8 (min.0-23) Max Hoa2=72(LC 7) Max UpliftB=-109(LC 8),2=-161(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,23=-2453/223,3-18=-2160/182,4-18=-2069/194,4-5=-294/61,5-6=-287/59,6-19=-2096/205,7-19=-2171/193,7-8=-2471/236 BOT CHORD 2-13=-198/2168,12-13=-93/1754,11-12=-93/1754,10-11=-93/1754,9-10=-93/1754,8-9=-163/2190 WEBS 6-15=-53/637,9-15=-49/599,7-9=-521/153,13-14=-37/568,4-14=-41/609,3-13=-487/144,4-6=-1515/155,14-17=-4/2,16-17=-4/2,15-16=-4/2, 11-16=-7/60,12-17=-9/62 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCD�=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 e�osed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss 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-D-0 wide will fit belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 8 and 161 Ib uplift at joint 2. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 Ib down and 12 Ib up at 15-0-0,and 100 Ib down and 12 Ib up at 13-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This truss is designed for a creep factor of 1.25,which is used to calcuiate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inchessiMeenths(FFfISS)format. LOAD CASE�S)Standard i)Snow:Lumber Increase=1.15,Plate Increase=1.15 Un'rform Loads(pl� �R �?�^; Vert:1-5=-66,5-8=-66,2-8=-14 �J Concentrated Loads(Ib) ��;�t Vert:11=-100 12=-100 � ��,�q � #�+� �, � 19�J6� �,�1 '�°��'C,�S't°��'�'�G� '��1V'A�.•�` 5/15/1 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 pazameters 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 Ihe overall slructure is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� ** E Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madisoq WI 53719 tlA,�,�V S�7CQ.�C. Page 6 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR A4 COMMON 3 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:14 2012 Page 1 I D:u rGetCvyl vM M bAo7q LAI DTyLJ po-Hfb5PZm21 U iOoSBvMAmd800V UfkddS2kmmZN u IzGCjt -1-60 7-314 '14-0.0 20-&2 28-0.0 29-60 ' 1-60 � 7-314 � E&2 � 6-&2 � 7-3'14 � 'I 60 3x5= Scale=1:57.0 5 3x6� 3x6� 5.00 12 4 6 2x4�\ 19 20 2x4// 3 � F.A.��LATFORM � s 8 �, z 2x4= � � 2x4= 9 I4 0 4x5= 14 13 2x4 I I 12 11 10 4x5= o 3x4= px4 II 3x6= 3x4= 2x4 I I &37 13-0.0 15-0.0 18-2-9 26-0.0 � 3&7 � 2-�0-0 � &2-9 � 9-9-7 � Plate Offsets(X,Y):[2:0-1-10,Edge],[4:0-1-4,0-1-8],[5:0-2-8,Edge],[6:0-1-4,0-1-8],[8:0-1-10,Edge] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.91 Vert(LL) -0.47 8-10 >700 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.97 Vert(TL) -0.65 8-10 >506 240 TCDL 8� Rep Stress Incr NO WB 0.80 Horz(TL) 0.10 8 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:109 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 HF 1650F 1.5E WEBS 1 Row at midpt 15-16 (or sheathed plattorm) WEBS 2x4 HF/SPF Stud/STD`Except` W3:2x4 HF No.2 REACTIONS (Ib/size) 2=1316/0-5-8 (min.0.23),8=1316/0-5-8 (min.0-23) Max Hoa2=63(LC 7) Max Uplift2=-161(LC 7),8=-161(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-2444/222,3-19=-2150/181,4-19=-2078/193,45=-289/59,5-6=-290/59,6-20=-2077/194,7-20=-2149/181,7-8=-2443/222, 8-9=0/37 BOT CHORD 2-14=-188/2160,13-14=-82/1744,12-13=-82/1744,11-12=-82/1744,10-11=-82/1744,8-10=-125/2160 WEBS 6-16=-42/616,10-16=37/575,7-10=-502/144,14-15=-37/576,415=-42/618,3-14=-502/144,4-6=-1507/151,15-18=-4/2,17-18=-4/2,16-17=-4/2, 12-17=-9/64,13-16=-8/63 NOTES (12) 1)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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live foads. 5)This truss has been designed for a 10.0 psf botlom 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 36-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 Ib upliR at joint 2 and 161 Ib uplift at joint 8. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.t02 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to suppoR concentrated load(s)1001b down and 12 Ib up at 15-0-0,and 100 Ib down and 12 Ib up at 13-0-0 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defledion. The building designer shall veriTy that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inchessiMeenths(FFIISS)format. LOAD CASE�S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 i Unifortn Loads(pl� L< �{�}p Vert:1-5=-66,5-9=-66,2-8=-14 � Concentrated Loads(Ib) �'��j Vert:12=-100 13=-100 � :� �� 149b9 � `"t��,.��15"f�g'�'��ti t�:�f�.'�.��` 5/15/1 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[o insure stability during construction is the responsibility of the erec[or.Additional pertnanent bracing of the overall strucNre is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing wnsult ANSI/TP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building } Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Lh,Q,,�u��(�`(,.�.��`. Page 7 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR AS COMMON 4 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:15 2012 Page 1 I D:u rGetCvyl vMM bAo7q LAI DTy LJpo-Ir8Tcvng3orFPcmSvu H shbZg?370M Jt?Q IwQCzGCjs -i-s-o �-a�a �a-ao zo-e-z z�-s-o 2�q-o � �-�o � �a�a � s-az � s-e-z � �-a�a aao Scale=1:49.0 4x5= 4 5.00 12 10 2x4\� 11 2x4// 3 5 1 6 2 u, Y11 1`� 9 12 13 8 7 � 4x5= 3x4= 3x5= 3x4= 4x5= 9-&7 '18-2-9 27-9-0 2Q-¢0 &97 � &S3 � 9-67 0.30 Plate Offsets(X Y): [2:0-1-10 Edge] [7:0-1-12 0-1-8] [9:0-1-12 0-1-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 VeA(LL) -0.32 7-9 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.77 Vert(TL) -0.50 2-9 >657 240 TCDL $�� Rep SVess Incr YES WB 0.45 Hoa(TL) 0.10 6 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight:95 ib FT=16� BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 6=1149/Mechanical,2=1270/0.5-8 (min.0-2-1) Max Horz2=72(LC 7) Max Uplift6=-96(LC 8),2=-149(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-2349/201,3-10=-2033/158,4-10=-1937/180,411=-1939/190,5-11=-2036/168,5-6=-2349/212 BOT CHORD 2-9=-179/2079,9-12=-47/1395,12-13=-47/1395,8-13=-47/1395,7-8=-47/1395,6-7=-141/2078 WEBS 4-7=-63l748,57=-524/160,4-9=-53l130,3-9=-514/156 NOTES (12) 1)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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbaianced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurtent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss 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 belween the bottom chord and any other members,with BCDL=7.Opsf. 7)Refer ta girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 Ib uplifl at joint 6 and 149 Ib uplift at joint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sedions 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 fador of 125,which is used to calculate the totai load defledion. The building designer shall verify that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inchessiMeenths(FFIISS)fortnat. LOAD CASE�S)Standard � ��l . i�.�{�� r !, � .3 �� y � 14969 � �S��`'C�/S"��g'�'.�C�~ t��` 5/15/1 Digitally signed by:Terry L.Powe�l,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 pazameters 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 1 Quality Criteria,DSB-89 and BCSI 1 Building } ** Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 4�Q�{�S�(;Q.INC. Page 8 of 21 Job Truss Truss Type Qty Ply STERLING COURT �'2473C3CAR A6 GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:17 2012 Paqe t ID:urGetCvylvMMbAo7qLAIDTyLJpo-hEGD1 bpxbPSyiwvUl JJKmOeBls_Pq_3ATkn1 U4zGCjq 27-&0 28,4� I 1-FrO� �4-0.0 � 13-9-0 0.&0 i-s-o �a-o-o 3x5= Scale=1:50.9 11 12 13 NOTCH 4-0-0 O.C. 10 14 5.00 12 9 15 8 �641 � 17 6 18 5 19 4 T T 20 �T T�, T 22 2 1D Ylt Io 0 3x5= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x5= Sx5= 27-&0 zQ-4� Z�_gp 0.30 Plate Offsets(X Y) [12�0-2-8 Edge] [30�Q2-8 03-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.14 Vert(LL) -0.02 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 1 n/r 90 TCDL 8� Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCLL 0.0 " Code IRC2009lTPI2007 (Matrix) Weight:135 Ib FT=16% BCDL 7.0 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 No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HFlSPF Stud/STD REACTIONS (Ib/size) 22=83/27-7-8 (min.0-3-13),2=227/27-7-8 (min.03-13),40=156/27-7-8 (min.0-3-13),39=90/27-7-8 (min.03-13),38=110/27-7-8 (min. 03-13),37=106/27-7-8 (min.03-13),36=107/27-7-8 (min.03-13),35=107/27-7-5 (min.0-3-13),34=107/27-7-8 (min.0-&13), 33=107/27-7-8 (min.03-13),32=103/27-7-8 (min.0-3-13),31=103/27-7-8 (min.03-13),30=107/27-7-8 (min.0-3-13),29=107/27-7-8 (min.0-3-13),28=107/27-7-8 (min.0-3-13),27=107/27-7-8 (min.03-13),26=105/27-7-8 (min.03-13),25=115/27-7-8 (min.0-3-13), 24=72/27-7-8 (min.0-3-13),23=196/27-7-8 (min.0-313) Max Horz2=72(LC 7) Max Uplift2=-44(LC 7),40=-7(LC 7),39=-27(LC 7),38=-17(LC 7),37=-20(LC 7),36=-19(LC 7),35=-19(LC 7),34=-19(LC 7),33=-25(LC 7), 30=-27(LC 8),29=-19(LC 8),28=-19(LC 8),27=-19(LC 8),26=-19(LC 8),25=-20(LC 8),24=-13(LC 8),23=-39(LC 8) Max Grav22=83(LC 1),2=227(LC 1),40=156(LC 2),39=90(LC 1),36=110(LC 2),37=106(LC 1),36=107(LC 1),35=125(LC 2),34=143(LC 2), 33=145(LC 2),32=128(LC 2),31=131(LC 3),30=148(LC 3),29=147(LC 3),28=137(LC 3),27=108(LC 3),26=105(LC 1),25=115(LC 3), 24=72(LC 1),23=196(LC 3) FORCES (Ib)-Mapmum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-72/22,3-4=-47/19,4-5=-31/30,5-6=-25/41,6-7=-25/53,7-8=-25/64,8-9=-31/76,9-10=-31/88,10-11=-33/101,11-12=-27/93, 12-13=-28l92,13-14=-34/96,14-15=33/77,15-16=-32/61,16-41=-1/44,17-41=-25/42,17-18=-25/32,18-19=-26/21,19-20=-24/10,20-21=32/2, 21-22=-56/28 BOT CHORD 2-40=0/62,39-40=0/62,38-39=0/62,3738=0/62,36-37=0/62,3536=0/62,34-35=0/62,33-34=0/62,3233=0/62,31-32=0/62,30-31=0/62, 29-30=0/62,28-29=0/62,27-28=0/62,26-27=0/62,25-26=0/62,24-25=0/62,23-24=0/62,22-23=0/62 WEBS 3-40=-134/38,439=-72/29,&38=-91/31,637=-87l30,7-36=-88/30,8-35=-106/30,934=-125/30,1033=-126/36,1132=-109/0,13-31=-112/0, 1430=-130/38,15-29=-128/30,16-28=-118/30,17-27=-89/30,18-26=-87/30,19-25=-92/32,20-24=-66/24,21-23=-147/51 NOTES (14) 1)Truss designed for wind loads in the plane of the truss and against exposed face of studs 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.i 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 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 fo bearing plate capable of withstanding 44 Ib uplift at joint 2,7 Ib uplift at joint 40,27 Ib uplift at joint 39,17 Ib uplift at joint 38,20 Ib uplift at joint 37,19 Ib uplift at joint 36,19 Ib uplift at joint 35,19 Ib uplift at joint 34,25 Ib uplift at joint 33,27 Ib uplift at joint 30,19 Ib uplift �e ��„3 at joint 29,19 Ib uplift at joint 28,19 Ib uplift at joint 27,19 Ib uplift at joint 26,20 Ib uplift at joint 25,13 Ib uplifl at joint 24 and 39 Ib uplift at joint 23. „y i„� 10)Non Standard bearing condition. Review required. j�� 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. �j 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)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. dAdfAdlidu11D11�0ge piven in feet-inches-siuteenths(FFIISS)format. .� � �� t�ft��S`��'�,�^;�� .lJ j��t"f.� ". 5/15/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon pazameters 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 suppoR of individual web members only.Additional temporary bracing to insure stability during cons[ruction is the responsibility of the erector.Additional petxnanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ItJ,Q,TA'(TSSCO.INC. Page 9 of 21 Job Truss Trvss Type QtY P�Y STERLING COURT 2473C3CAR A6 GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:18 2012 Page 2 I D:urGetCvy IvMM bAo7q LAI DTyLJpo-AQqbExqZMjDpG4U gbOqZJ EBMVGJeZRJJ h NXa 1 XzGCjp LOAD CASE�S)Standard �. 1[`� . 1�.5 J�� '1"3 t� '�yc� ' � i�� i'�t��s��,��`.°�C'�� lAl.��` 5/1511 Digitaliy signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DES[GN 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 pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters and proper inwrporation 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 petmanent bracing of the overall shucture is the responsibility of the building designer.For general guidance regazding fabrica[ioq quality confrol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building * *� Component Safety Information available from Truss Plate Insti[u[e,583 D'Onofrio Drive,Madison,WI 53�19 {,�Q�{/��C{�.�NC. Page 10 of 21 Job Truss Truss Type aty Ply STERLING COURT 2473C3CAR A7 SCISSORS 6 1 Job Reference(optionap The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:19 2012 Page 1 I D:u rGetCvy IvMM bAo7q LAI DTyLJpo-ed0_SHq B70LguE3s8jMorRj L9gS WI hRTw1 G 8ZzzGCjo -'I-GO 7-&13 '14-0.0 203-3 27-&0 2Q-a0 ' 'I-6-0 � 7-&13 � E33 633 � 7-513 a30 Scale=1:50.3 4x6= 4 5.00 12 3x4� 15 16 3x4� 3 5 8 6x8= 2 4 II � 9 ��_p � m 6 N 2 2x4 �I 2x4 I I 'n YI1 lo 0 4x7= 2.50 12 2x4 I I 2x4 II qX�_ 2x4 I I i �3-9-� i 7-&13 14-0-0 i 20-&3 14-0-0 27-10 2$o-0 7-&13 � Fr&3 633 � 7-513 O- 0 Plate Offsets(X,Y):[2:0-4-13,0-0-7],[4:03-0,0-1-8],[6:03-6,0-2-0],[8:0-4-0,03-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.92 Vert(LL) -0.45 6-9 >732 360 MT20 185J148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.93 Vert(TL) -0.81 8-9 >407 240 TCDL 8�0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.50 6 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight:111 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 1650F 1.5E`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F1:2x4 HF No.2 JOINTS 1 Brace at Jt(s):7 WEBS 2x4 HF/SPF Stud/STD'ExcepC W3,W2:2x4 HF No.2 REACTIONS (Ib/size) 6=1093/Mechanical,2=1214/0-5-8 (min.0-1-15) Max Horz2=71(LC 7) Max Uplifl6=-96(LC 8),2=-149(LC 7) FORCES (Ib)-Mapmum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=3980/322,3-15=-2794/162,4-15=-2705/183,416=-2705/192,5-16=-2794/172,5-6=-3980/297 BOT CHORD 2-9=-299/3643,8-9=-298/3641,7-8=-226/3640,6-7=-227/3646 WEBS 4-8=-63/1714,3-9=0/256,5-7=0/256,38=-1194/209,5-8=-1225/229 NOTES (13) 1)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 e�osed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer lo girder(s)for truss to truss connections. 8)Bearing atjoint(s)2 considers parallel to grain value using ANSI(TPI 1 angle to grain fortnula. Building designer should verify capacity of bearing suhace. 9)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 961b uplift at joint 6 and 149 Ib uplift at joint 2. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 12)This truss is designed for a creep fador of 125,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. 13)All dimensions given in feet-inches-siMeenths(FFIISS)format. LOAD CASE�S)Standard �< �{� . AS�j> � � � � '?�?�,� ' W iv�� ,�v ��i'�?j r,rs°r��'�,C;� ��tA1..�` 5/15/1 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 pazameters shown,and is for an individual building wmponent to be installed and loaded vertically. Applicability of design pazameters 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 suucmre is the responsibility of the building designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �h, ,P,�USS(�Q.�NC. Page 11 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR B1 COMMON 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:20 2012 Page 1 ID:urGetCvylvMMbAo7qLAIDTyLJpo-6pyMfcrpuKTXWNe3iRt1 OfGdZ4se1 ECc9hOh5PzGCjn -i-s-o 33a �ao ae-e iz-ao ' 1-SO � 33-8 � 2-&8 f 2-8-8 � 33-8 5x10 MT18H I I Scale=1:42.1 4 9 � 9.00 12 2x4�\ �� 2x4// 3 5 1 � 6 o z � � �� 11 8 12 7 13 � 6x8�i MUS26 10x10= MUS26 10x10= MUS26 6x8�� MUS26 MUS26 42-5 7-&11 12-0-0 � r 42-5 � 37-5 � 42-5 Plate Offsets(X Yp[2 4&11 0-3-0] [6 03-11 0-3-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.49 Vert(LL) -0.09 7-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0.16 7-8 >887 240 MT18H 185/148 TCDL $� Rep Stress Incr NO WB 0.56 Horz(TL) 0.03 6 n/a n/a BCDL �,p • Code IRC2009/TPI2007 (Matrix) Weight:62 Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2"Except' Wt:2x4 HF/SPF Stud/STD WEDGE Left:2x4 HFSPF Stud/STD,Right:2x4 HFSPF Stud/STD REACTIONS (Ib/size) 6=3386/0-5-8 (min.03-6),2=3432/0-5-6 (min.03-7) Max Hoa2=109(LC 6) Max Uplift6=317(LC 8),2=-358(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-4328/402,3-9=-4189/420,4-9=-4148/427,4-10=-4204/450,5-10=-4249/437,5-6=-4364/412 BOT CHORD 2-11=-291/3314,8-11=-291/3314,&12=-188/2368,7-12=-188/2368,7-13=-291/3373,6-13=-291/3373 WEBS 4-7=-296/2672,5-7=-51/85,4-8=-249/2547,3-8=-54/91 NOTES (15) 1)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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;E�B;Partialiy Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Vuss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 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 boriom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing p�ate capable of withstanding 317 Ib uplift at joint 6 and 358 Ib uplift at joint 2. 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)Use Simpson SVOng-Tie MUS26(6-10d Girder,6-10d Truss,Single Ply Girder)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)A2(1 ply 2x4 HF) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 13)This truss is designed for a creep factor of 125,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits with the intended use of this component. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15)All dimensions given in feet-inches-siMeenths(FFIISS)format. LOAD CASE(S)Standard �' �V� 1)Snow:Lumber Increase=l.i5,Plate Increase=1.15 Un'rform Loads(pY� ��1 Vert:1-4=-66,4-6=-66,2-6=-14 ,,r � Concentrated Loads(Ib) i Vert:7=-1185(F)8=-1137(F)11=-1137(F)12=-1137(F)13=-1185(F) � ' "L� r :y �' � � ,�, 14�369 �'t��.��rS"i'��'�,��`ti �� 6CP6(� Ejhjibim t jhof e cz;UF�M G�x f rtn(YF/ !WARNING!—VERIFY DES[GN PARAMETERS AND READ ALL NOTES ON THIS 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 pazameters 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 regazding fabrication,quality conVOl,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCS[ 1 Building Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �,@TRUSSCC�.INC. Page 12 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR B2 GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:22 2012 Page 1 I D:urGetCvylvMMbAo7q LAi DTyLJ po-2 B3641t3QxjFl hoRqsvVT4L2 Nti I VGtvc?VoAIzGCj I -�-s-o �ao iz-ao ia�o � �-�o � s-ao �ao � s-�o 3x5= Scale=1:392 NOTCH 4-0-0 O.C. 2x4 II � 2x4 II 6 $ 2x4 II 2x4 II 9.00 12 5 9 2x4 II 2x4 II 4 10 2x4 II T T 2x4 II T T �� 3 T T a 2 12 0 � B� Iv � i3 � 1 3x5= 21 20 19 18 17 16 15 14 3x5= 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I iz-ao � �z-ao Plate Offsets(X,Y):[2:0-2-13,0-1-8],p:0-2-8,Edge],[12:0.2-13,0-1-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 13 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.03 13 n/r 90 TCDL 8 0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Weight:58 Ib FT=16°k BCDL 7.0 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/SPF Siud/STD REACTIONS (Ib/size) 2=221/12-0-0 (min.0-1-14),12=221/12-0-0 (min.0-1-14),21=34/12-0-0 (min.0-1-14),20=123/12-0-0 (min.0-1-14),19=105/12-0-0 (min.0-1-14),18=96/12-0-0 (min.0-1-14), 17=96/12-0-0 (min.0-1-14),16=105/12-0-0 (min.0-1-14),15=123/12-0-0 (min.0-1-14),14=34/12-0-0 (min.0-t-14) Max Horz2=-98(LC 5) Max Uplift2=-32(LC 7),12=-38(LC 8),21=-41(LC 11),20=�5(LC 7),19=-44(LC 7),18=-4(LC 6),16=-48(LC 8),t5=-44(LC 8),14=-41(LC 11) Max Grav2=221(LC 1),12=221(LC 1),21=55(LC 4),20=123(LC 1),19=121(LC 2),18=117(LC 2),17=117(LC 3),16=121(LC 3),15=123(LC 1),14=55(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,23=-87/42,3-4=-76/31,4-5=-44/29,5-6=-50/33,6-7=-40/30,7-8=-40/28,8-9=-50/23,9-10=-44/16,10-11=-67/20,11-12=-81/27, 12-13=0/57 BOT CHORD 2-21=-4/130,20-21=-4/130,19-20=-4/130,18-19=-4/130,17-18=-4/130,16-17=-4/130,15-16=-4/130,14-15=-4/130,12-14=-4/130 WEBS 3-21=-29/62,4-20=-105/56,5-19=-102/55,6-18=-98/15,8-17=-98/2,9-16=-102/59,10-15=-105/55,11-14=-29/62 NOTES (13) 1)Truss designed for wind loads in the plane of the truss and against exposed face of studs 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category Ii;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurtent with other Iive loads. 5)Gabte 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 boKom 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 belween the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 Ib uplift at joint 2,38 Ib uplift at joint 12,41 Ib uplift at joint 21,45 Ib uplift at joint 20,44 Ib uplift at joint 19,4 Ib uplift at joint 18,48 Ib uplift at joint i6,44 Ib uplift at joint 15 and 41 Ib uplift at joint 14. 10)This truss is designed in accordance with the 2009 Intematianal Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry madel was used in the analysis and design of this truss. 12)This truss is designed for a creep factor of 125,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. 13)All dimensions given in feet-inchessiuteenths(FFIISS)format. LOAD CASE�S)Standard y. �� . l�k,S�j/` �, 1 �� 19�3b9 �„� `t��r��'7�"C��'�'��?� �.�1��..��' 6CQ6� Ejhjibrm t jhof e cz;Uf�M(�x f rmCyF/ !WARNING!-VERIFY DESIGN PARAMETERS AIVD 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 suppoR of individual web membecs only. Additional temporary bracing to insure stability during construction is the responsibility of[he erector.Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality conhol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y,� Component SafeTy Information available from Truss Plate[nstitute,583 D'Onofrio Drive,Madison,WI 53719 I.J„LQTRUSSCt.�.INC. Page 13 of 21 Job Truss Truss Type QtY P�Y STERLING COURT ?473C3CAR C1 COMMON 1 2 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:24 2012 Page 1 I D:u rGetCvylvMM bAo7q LAI DTyLJ po-_aBtV_u KyZzz_?yqxHxzYVRG C h FSzxLC4J_vEAzGCll s3a �o-ao ia-ae zaao z�-�o � �r38 � 4&8 � 4-&8 Fr38 ~6-0 4x6 I I Scale=1:66.1 3 9.00 12 �Z 4x5 ii �� 4x5�� 2 4 1 0 5 0 qj B 62 g jq ° 13 14 15 16 8 17 18 19 20 ° 4x7�i 10 9 7 4x7�� MUS26 MUS264x6 II MUS26 4x6= 4x6 II MUS26 MUS26 8x8= MUS26 MUS26 MUS26 MUS26 s�-s io-ao �a-ae zo-ao � S&8 ~ 4&8 � 4&8 S38 Plate Offsets(X Yp[1 0.2-4 0-2-2] [2 0.0-12 0-1-12] [3 0-2-8 0-2-0] [4 0-0-12 0-1-12] [5 0-2-4 0-2-2] p:0-4-8 0-2-0] [9:0-4-0 0-4-12] [10:0-4-8 0-2-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plateslncrease 1.15 TC 0.64 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.56 Vert(TL) -0.21 9-10 >999 240 TCDL 8 0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.05 5 n/a n/a BCLL �0 � Code IRC2009lTPI2007 (Matrix) Weight:209 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc puAins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD`ExcepY W3:2x4 HF No.2 REACTIONS (Ib/size) 1=5847/0-5-8 (min.0-2-15),5=5844/0-5-8 (min.0-2-15) Mau Horz 1=-171(LC 5) Max Upliftl=-556(LC 7),5=-594(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-7966/768,2-11=-5294/539,3-11=-5195/563,3-12=-5195/567,4-12=-5293/543,4-5=-7758/738,5-6=0/63 BOT CHORD 1-13=-587/6237,13-14=-587/6237,10-14=-587/6237,10-15=-587/6237,15-16=-587/6237,9-16=-587/6237,8-9=-516/6070,8-17=-516/6070, 17-18=-516/6070,7-18=-516/6070,7-19=-516/6070,19-20=-516/6070,5-20=-516/6070 WEBS 3-9=-600/5941,4-9=-2522/317,47=-232/2854,2-9=-2749/356,2-10=-270/3116 NOTES (15) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as foliows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)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 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss 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 botlom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 Ib uplift at joint 1 and 594 Ib uplift at joint 5. 10)This truss is designed in accordance with the 2009 Intemational 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)Use Simpson Strong-Tie MUS26(6-10d Girder,6-tOd Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 18-0-12 to connect truss(es)A5(1 ply 2x4 HF) to front face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits �J ��^� with the intended use of this component. t,/ 15)All dimensions given in feet-inchessixteenths(FFIISS)format. �� 1 LOAD CASE�S�Standard 1)Snow:Lumber Increase=l.t5,Plate Increase=1.15 � Continued on page 2 �� 195+69 � � �� ti 4.1� !'S`C°E� � ��.�Yt�.1,�t� 6(P6f� Ejhjibrm t jhof e cz;Uf�M Opx f rmQ'F/ !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS 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 pazameters 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 regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building .�y� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madisoq WI 53719 I,J,IQTRUSSGC>.INC. Page 14 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR C1 COMMON 1 2 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:5024 2012 Page 2 I D:u rGetCvylvMM bAo7q LAI DTyLJ po-_aBtV_u KyZzz_?yqxHxzYVRGChFSzxLC4J_vEAzGCjj LOAD CASE(S)Standard Unffortn Loads(pl� Vert:13=-66,3-6=-66,1-5=-14 Concentrated Loads(Ib) Vert:9=-1079(F)13=-1180(F)14=-1180(F)15=-1180(F)16=-1079(F)17=-1079(F)18=-1079(F)19=-1079(F)20=-1079(F) �, �� . "1� y a.,+ '��'� ` � 199b9 �`�`�,}��Cr'I ST��'�"�� V'A��` 6CP6C� Ejhjibrm t jhof e cz;UF�z M Qpx f rmGYF/ !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING IYOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual buiiding 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 buiiding designer.For general guidance regazding fabrication,quality control,storage delivery erection and bracing consult ANSI/TP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� Component Safety Informa6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 1,3,1,e�,v�sCQ.�C. Page 15 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR C2 SCISSOR 6 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:25 2012 Page 1 I D:urGetCvy IvMM bAo7q LAI DTyLJ po-SmIFiKvyjs5qc9WOV_SC5izWM5dSiSJ LlzjSndzG Cji si-ia �o-ao ia-io-2 zo-o-o zi-�o � si-�a � a�az a-�az � s�-�a �-s-o 4x4= Scale=1:56.4 3 9.00 12 �� 10 3x4� 3x4�� 2 4 8 Sx8= in � � 9 7 'O 0 2x411 2x411 5 0 � 6 IY ° a.so iz ° 3x6� 3x6� si-ia iaao ia-io-z zaao si-ia � a-�az � 410.2 si-�a ' Plate Offsets(X Y):[1:0-1-2 0-0-6] [2:0-1-12 0-1-8],[3:0.2-0 0-1-12] [4:0-1-12 0-1-8],[5:0-1-2,0-0-6] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ateslncrease 1.15 TC 0.36 Vert(LL) -0.11 8 >999 360 MT20 i85/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.44 Vert(TL) -0.21 7-8 >999 240 TCDL 8� Rep Stress Incr YES WB 0.70 Ho2(TL) 021 5 n/a n/a BCLL 0.0 ' Code IRC2009lfP12007 (Matrix) Weight:76 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 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 REACTIONS (Ib/size) 1=777/0-5-8 (min.0-1-8),5=901/0-&8 (min.0-1-8) Max Horz 1=-172(LC 5) Max Upliftl=-59(LC 7),5=-113(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1895/150,2-10=-1317/45,3-10=-1213/70,3-11=-1213/84,4-11=-1316/59,4-5=-1859/87,5-6=0/57 BOT CHORD 1-9=-119/1512,8-9=-117/1506,7-8=-11/1471,5-7=-11/1469 WEBS 3-8=-19/1162,4-8=-440/162,4-7=0/181,2-8=-486/175,2-9=0/185 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end verGcal left and right exposed;Lumber DOL=1.33 piate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category�I;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)1,5 considers parallel to grain value using ANSIlfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 Ib uplift at joint 1 and 1131b uplift atjoint 5. 9)This truss is designed in accordance with the 2009 InternaGonal Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 125,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. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard �' �� AS�j� ! � .Jt� '� � W � t49b9 � �"t��.j ClIST�F'��}~ ��.�� 6CP6C� Ejhjibrm t jhof e cz;Uf�M(�x f rm(yF/ !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW[NG 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 pazameters 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 fabncation,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y� Component Safety Informafion available from Truss Plate Instimte,583 D'Onofrio Drive,Madison,WI 53719 I�t1�TRUSSCC).INC. Page 16 of 21 Job Truss Truss Type Qty Ply STERLING COURT 2473C3CAR C3 GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:5027 2012 Page 1 I D:urGetCvyl vM M bAo7qLAI DTyLJ po-P9t?70wCEU LYrSg PcPVgA73u6u Ia,4UgemH CZrVzGCjg sz-s io-ao �a-ais zo-ao 2�-�0 S23 4&13 4-9�13 52-3 1-60 4x4= Scale=1:65.6 3x5 ii 3x5�� 3x5 ii 3 4 5 3x4� 3x5�i 3x4� s.00 �2 az NOTCH 4-0-0 O.C. 3x8�i 41 3x8�� 2 6 ST1 � g ST1 o � 7 0 � 8 Iq o � 3x6= 3x4= 39 40 3x4= 3x5— 18 17 16 15 14 13 12 11 10 9 3x5 I I 3x4 I I 67-7 13-4-9 � 20-0.0 67-7 E&3 G7-7 Plate Offsets(X Y)�(1�0-6-0 0-0-2] [2'0-2-12 0.1-8] [3 O11-4 0-1-8] (4�Q2-0 0-1-12] [5 0-1-8 0-1-8] [6 0-2-12 0-1-8] [7:0-5-4 0-0-6] [13:0-1-7 0-1-8] [14:0-1-13 0-1-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.22 Vert(LL) -0.13 13-14 >863 360 MT20 165/148 (Roof Snow=25.0) �umber Inaease 1.15 BC 0.47 Vert(TL) -0.20 13-14 >554 240 TCDL $� Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight:152 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2`Except' W1:2x4 HF/SPF Stud/STD OTHERS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 1=625/6-5-8 (min.0-1-8),7=782/6-5-6 (min.0-t-9),18=170/6-5-8 (min.0-1-8),17=20/65-8 (min.0-1-8),16=-137/Cr&8 (min.0-1-8), 15=185/6-5-8 (min.0-1-8),12=185/6-5-8 (min.41-9),11=-142/6-5-8 (min.0-1-9),10=39/6-5-8 (min.0-t-9),9=99/6-5-8 (min.0-t-9) Max Ho21=-171(LC 5) Max Upiiftl=-24(LC 8),7=-105(LC 8),18=-58(LC 7),16=-137(LC 1),15=-49(LC 7),12=38(LC 8),11=-142(LC 1),9=-16(LC 7) Max Grav1=625(LC i),7=782(LC 1),18=170(LC 1),17=51(LC 4),16=31(LC 7),15=185(LC 1),12=185(LC t),11=28(LC 7),10=56(LC 4),9=99(LC 1) FORCES (Ib)-Mapmum Compression/Maximum Tension TOP CHORD 1-2=-1050/80,2-41=-925/121,3-41=-815/135,&4=-732/136,4-5=-729/145,5-42=-813/142,6-42=-922/129,6-7=-1049/75,7-8=0/57 BOT CHORD 1-18=-3�/755,17-18=-37/755,16-17=-37/755,15-16=-37l755,14-15=-37/755,14-39=0/495,39-40=0/495,13-40=0/495,12-13=0l752, 11-12=0l152,10-11=0/752,9-10=0l752,7-9=0l752 WEBS 2-14=-3t7/155,414=-76/418,4-13=-79/409,6-13=304/151 NOTES (13) 1)Truss designed for wind loads in the plane of the truss and against exposed face of studs 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 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,with BCDL=7.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1,105 Ib uplift at joint 7,58 Ib uplift at joint 18,137 Ib uplift at joint 16,49 Ib uplift atjoint 15,38 Ib uplift at joint 12,142 Ib uplift at joint 11 and 16 Ib upiift at joint 9. 10)This truss is designed in accordance with the 2009 Intemational Residentiai Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. 12)This iruss is designed for a creep factor of 125,which is used to calculate the total load defledion. The building designer shall verify 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 �^` �LJt �� , ..T( '� � � �� i 9�369 �t.i'�j�rs�r�R��y,C�~ �NA��` 6(P6C� EjhjJorm t jhof e cz;Uf�M G�x f rmQ'F/ !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW[NG 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 dunng 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 1 Quality Criteria,DSB-89 and BCSI 1 Building y,� **�a Component SafeTy[nformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �jl�s�yr7�(�(�.�C. Page 17 of 21 Job Truss Truss Type atY P�Y STERLING COURT • 2473C3CAR D1 MONO TRUSS 6 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13.50:28 2012 Page 1 I D:u rGetCvyl vMM bAo7q LAI DTyLJ po-tLRN LMxq?nTOTcFbA60vj Lb4si l�vryo_xy6NxzGC�f -�g0 'I-11-8 2�q0 � �-�0 � 1-11-8 0.Q8 Scale=1:9.1 3 3x4 I I 5 4.00 12 � 0 2 T g1 M , o 4 2x4 I I 3x4= � 1-11-8 2�Or0 1-11-8 0. 8 Plate Offsets(X Y)�[3 0-2-0 0-1-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plateslncrease 1.15 TC 0.15 Vert(LL) -0.00 2 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 TCDL 8� Rep SVess Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:7 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD REACTIONS pb/size) 2=217/0.5-8 (min.0-1-8),3=26/0-1-8 (min.0-1-8) Max Ho22=27(LC 7) Max Uplift2=-74(LC 5),3=-18(LC 11) Max Grav2=218(LC 2),3=33(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD i-2=0/30,2-5=35/2,3-5=-14/6,3-4=0/30 BOT CHORD 2-4=-4/5 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enciosed;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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loada 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of Wss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 Ib uplift at joint 2 and 1 S ib uplift at joint 3. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap belween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard 7.� �� . f,l.�iJ�/ ! � :3 "Cj � t�' � � � t 4�Jfi9 ��.��J'ST��'�'��~ �.��.��` 6(P6� Ejhjibim t jhof e cz;Uf$c M Opx f rtnCYF/ !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use wiih Mitek connectors.This design is based only upon pazameters shown,and is for an individual building component to be installed and loaded veRically. Applicability of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral suppoR 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 1 Quality Criteria,DSB-89 and BCSI 1 Building } E Component Safety Informa6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t�h,e�V�r7(�,,Q.IN�.. Page 18 of 21 Job Truss Truss Type QtY P�Y STERLING COURT i473C3CAR D2 MONO TRUSS 4 1 Job Reference o tional The Truss Co.,Sumner WA I Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:29 2012 Page 1 I D:urGetCvy IvMM bAo7qLAI DTyLJ po-LY?mYhySm5bF5mqnkqX8FY8Fa4peQCxDbhgwOzGCje a�i-a �,o,o F ��o � a�i-a aae Scale=1:7.1 3 4.00 12 2 B1 T1 1 4 3x4= 0.11-8 1,Or0 0.11-8 0-0.8 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.15 VeA(LL) 0.00 2 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) 0.00 2 >999 240 TCDL 8� Rep Stress Incr YES WB 0.00 Horz(Tl) 0.00 n/a n/a BCLL 0.0 ' Code IRC2009lfP12007 (Matrix) Weight:41b FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=228/0-5-8 (min.0-1-8),4=-53/Mechanical Max Horz2=32(LC 5) Max Uplift2=-96(LC 5),4=-53(LC 1) Max Grav2=228(LC 1),4=32(LC 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30,23=-21/0 BOT CHORD 2-4=0/0 NOTES (12) 1)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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 Ib uplift at joint 2 and 53 Ib uplift at joint 4. 9)This truss is designed in accordance with the 20091nternational Residentiai Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10)"Semi-rigid pitchbreaks with fixed heeis"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 defleclion. The building designer shal�verify that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inches-siuteenths(FFIISS)fortnat. LOAD CASE�S)Standard La ,�,�jl . �s��, � �rt t� '�Ca ` �V �#�� S�t�rs°��'�C��` btYA��` 6CP6C� Ejhj�brm t jhof e cz;Uf sa M(�x f nn(YF/ !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAWING NOTES BEFORE USE. Design valid for use wi[h 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 suppoR of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional pe[tnanent bracing of the overall structure is the responsibility of[he building designec For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult AN51/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �* �a Component Safety Informa6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the�V S�7CQ.IN�.. Page 19 of 21 Job . Truss Truss Type Qty Ply STERLING COURT ' 2473C3CAR D3 MONO TRUSS 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:30 2012 Page t I D:u rGetCvyl vM M bAo7q LAI DTyLJ papkY8m 1 z4XPj6jwP_IX2NomhSz6Q B NtR4S FR DSqzGCjd �-�i-a z,o,o 'I-1'I-8 aae Scale=1:9.1 4.00 12 Z 3x4 II � 0 � T1 e, �o 3 2x4 I I 3x4= -� 1-11-8 2,Or0 'I-1'I-8 0.0.8 Plate 0_ffsets(X,Y):[2:0-2-0,0-1-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ateslncrease 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.02 Vert(TL) -0.00 1-3 >999 240 TCDL 8�� Rep SVess Incr YES WB 0.00 Ho2(TL) -0.00 2 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:5 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 1=71/0-5-8 (min.0-t-8),2=71/0-1-8 (min.0-t-8) Max Hoa 1=19(LC 6) Max Upliftl=-7(LC 5),2=-10(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD i-2=-16/16,23=0/30 BOT CHORD 13=-4/5 NOTES (13) 1)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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;E�B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This Wss 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&6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 6)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain fortnula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 8)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 10 Ib uplift atjoint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Gap belween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12)This lruss 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. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard L, �� i�� ` �"�'� (t.f''� � �.i' Is°r� G �j��'�.5..�`"� 6(Q6(� Ejhjibim tjhof e cz;Uf�z M Opx f rm(YF/ !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 pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters 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�eneral guidance regazding fabrication,quality conhol,storage delivery erection and bracing consult ANSI/TP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ��,Q,�,uSSG(�,��, Page 20 of 21 Job � Truss Truss Type QtY Ply STERLING COURT i2473C3CAR E GABLE 1 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 5 Maf 28 20'12 M112K It1tlu5[f7B5,Il1C. I UB Mey ia is.au.a[[�� ra e i ID:urGetCvylvMMbAo7qLAlOTyLJpo-l7guAj_L30_qyDZMPySrtBmlevSprnKNvZwKWjz Cjb -i-�o �o-ao 2o-ao 2�-�0 i-so �o-ao �o-ao i-6o Scale=1:36.5 3x5= 8 9 10 � 11 5.00 12 12 6 31 30 13 5 4 14 1 T T T T 15 3 T T T T T T T T 16 2 q� B1 17 jo ctl 3x5= 29 28 27 26 25 24 23 22 21 20 19 18 3x5= 20-0.0 zo-ao ' Plate Oifsets(X Y) [9 0.2-8 Edge] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 piates Increase 1.15 TC 0.17 Vert(Ll) -0.02 17 n/r 120 MT20 185/148 (RoofSnow=25.0) Lumberincrease 1.15 BC 0.08 Vert(TL) -0.02 17 n/r 90 TCDL 8�� Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 16 n/a n/a BCDL 7,p R Code IRC2009/TPI2007 (Matrix) Weight:85 Ib FT=16°� 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 No2 BOT CHORD Rigid ceiling directiy applied or 10-0.0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=227/20-0-0 (min.0-2-15),16=227/20-0-0 (min.0-2-15),18=156/20-0-0 (min.0-2-15),19=90/20.0-0 (min.0-2-15),20=110/20-0-0 (min.0-2-15),21=106/20-0-0 (min.0-2-15), 22=107/20-0-0 (min.0-2-15),23=103/20-0-0 (min.0-2-15),29=156/20-0-0 (min.0-2-15),28=90/20-0-0 (min.0-2-15),27=110/20-0-0 (min.0-2-15),26=106/20-0-0 (min.0-2-15), 25=107/20-0-0 (min.0-2-15),24=103/20-0-0 (min.0-2-15) Max Horz2=-49(LC 6) Max Uplift2=-56(LC 7),16=-64(LC 8),18=-7(LC 8),19=-27(LC 6),20=-17(LC 8),21=-19(LC 8),22=-26(LC 8),29=-7(LC 7),28=-27(LC 7),27=-17(LC 7),26=-19(LC 7),25=-25(LC 7) Max Grav2=227(LC 1),16=227(LC 1),18=156(LC 3),19=90(LC 1),20=114(LC 3),21=134(LC 3),22=141(LC 3),23=i25(LC 3),29=156(LC 2),28=90(LC 1),27=114(LC 2),26=134(LC 2), 25=141(LC 2),24=125(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,23=-47/23,3-4=-30/32,4-5=-24/42,530=-26/51,6-30=-8/54,6-7=-30/65,7-8=31/79,8-9=-26/74,9-10=-26l73,10-11=31l74, 11-12=30/55,12-31=-8/39,1331=-26/36,13-14=-24/22,1415=30/11,15-16=-47/23,16-17=0/36 BOT CHORD 2-29=0/59,28-29=0/59,27-28=0/59,26-27=0/59,25-26=0/59,24-25=0/59,23-24=0/59,22-23=0/59,21-22=0/59,20-21=0/59,19-20=0/59, 18-19=0/59,16-16=0/59 WEBS 15-18=-134/38,14-19=-72/29,13-20=-95/31,12-21=-115/30,11-22=-122/38,10-23=-106/0,3-29=-134/38,4-28=-72/29,5-27=-95/31, 6-26=-115/30,7-2 5=-1 2 2136,8-24=-106/0 NOTES (14) 1)Truss designed for wind loads in the piane of the truss and against exposed face of studs 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or t.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live laads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle&6-0 tali by 2-0-0 wide will fit belween the bottom chord and any other members. 10)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 56 Ib uplift at joint 2,64 Ib uplift at joint 16,7 Ib uplift at joint 18,27 Ib upiift at joint 19,17 Ib uplift atjoint 20,19 Ib uplift at joint 21,26 Ib uplift at joint 22,7 Ib uplrft at joint 29,27 Ib uplift at joint 28,17 Ib uplift at joint 27,19 Ib uplift at joint 26 and 25 Ib uplift at joint 25. 11)This truss is designed in accordance with the 2009 Intemationai Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits �M �,t^� with the intended use of this component. �,/1 14)All dimensions given in feet-inchessixteenths(FFIISS)format �� LOAD CASE(S)Standard � �� 'r��sx��'��,G~ j��1t'A��` 6�6� Ejhj�lorm t jhof e c2;Uf�M(]px f rmCYF/ !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH[S TRUSS DRAW ING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon pazameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design pazameters 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 erec[or.Addirional 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building y, Component Safety Ioformation available from Truss Piate Institute,583 D'Onofrio Drive,Madison,WI 53719 �iJ, ,P,�uS�(.�.�C. Page 21 of 21 Job , Truss Truss Type Qty Ply STERLING COURT '2473C3CAR E1 COMMON 5 1 Job Reference o tional The Truss Co.,Sumner WA/Eugene OR,TP 7.340 s Mar 28 2012 MiTek Industries,Inc. Tue May 15 13:50:33 2012 Page 1 I D:urGetCvyl vMM bAo7qLAI DTyLJpo-DJ EG03?zq K6ha N 8Zzgc4QOJqrJ H ua8cX8Dft39zG Cja -�-�o s-�i-s �o-ao 13-0.8 zo-ao 2�.�0 1-GO 611-8 30-8 3-0.8 6-'I t-8 1-6-0 Scale=1:36.6 4x4= 4 2x4�� 2x4/i 5.00 12 3 5 g 10 � T 1 2 6 � � Io 8 3x5� 3x5� 3x8= io-ao zo-ao io-ao io-ao Plate Offsets(X Y).[2.03-0 0-1-8] [6.03-0 0-1-8] TOADING(ps�50 SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.19 6-8 >999 360 MT20 185/148 TCDL g,0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.40 6-8 >593 240 BCLL 0.0 • Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 6 n/a n/a BCDL 7,p Code IRC2009/TPI2007 (Matrix) Weight:66 Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 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 REACTIONS (Ib/size) 2=896/0-58 (min.0-1-8),6=896/0-�8 (min.0-1-8) Max Hoa2=-49(LC 8) Max Uplift2=-121(LC 7),6=-121(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-9=-1403/102,3-9=-1246/t24,3-4=-1066/87,4-5=-1066/87,5-10=-1246/125,6-10=-1403/102,6-7=0/37 BOT CHORD 2-8=-86/1211,6-8=-45/1211 WEBS 4-8=-42/702,5-8=-454/122,3-8=-454/122 NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;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 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint 2 and 121 Ib uplift atjoint 6. 8)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.102 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 Wss is designed for a creep factor of 125,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits with the intended use of this component. 11)All dimensions given in feet-inchessixteenths(FFIISS)format. LOAD CASE�S)Standard �< �� A.S�J�, � � � � �s �4�3b9 �,� t��.t�I�'T��'�� A.�-+�` 6CP6(� Ejhjibrm t jhof e cz;UF�M Opx f nndFl !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS 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 individuai building component to be installed and loaded vertically. Applicability of design pazameters 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 construc[ion 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 conhol,storage delivery erection and bracing consult ANS[/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y, Component Safety[nforma6on available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 IiJ,QTRUSSCC?.INC.