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2853-L2B Truss Specs : , 0 � ,o �, _ � � '� U � H �� Q � � m� � � o �'! � �� ! a� m� \ p W Z � � `` O� � m 1 �o �� o� p M, � /� m �/ �� N��H ,' y �•,, .W +°O o �N;� ,z � ; . �, a=� �c�� d�!�� j � � �. ; \ ��a _-�- � � °OW � � �� Q2 ' °° U � � p� N � ; \ ___--------- � N�� U , � n a �a ; <:� � Q� �� , � o p� � � i � ,i ��-' J J C7 i � Q z i ,•"� �U �Q � � ,'�%� O} �� `�`;; �H �'� � �.s` � 1 ,`�,F O � y � .�._a.�vuo .csa�.,. a '� @\\: /// - � , \�� (V y��// ' ��.� . e �� ogeE o-sz� Pas �� 4V -- � � __. .... sisnr �. __ . � �� . . .:: h £3 -...-�.a-:; EV i ___ �... a-esbn�� ,' — — ____ --.-: ::,. .,.___ ._c: -------__ . _— _..___ —,.-. .. � ' '., . . , _. ::::�.�: .. _ ... . ..... ezsn� ° I . ._ _,. _., .. . .. . .. _ :::«::: � �.� ... _ __. _.. . ..eunH��I m .._ ._ _ r _ ._...�... q Y _ . ,.,, . . curw .. w � m � a __ N Q ` Q � .: , , _ _ a��H ,�. , ,. ,. __ a�� . _ ,...,,. , ... _ 9 __ ... . .... ..._..:: __... ........ ,--:...�� I l3 m ,� __ . . .YZ6�H I : ... .. I F �y .. ..:: . :,,,,., _ -:::.... ,. . ... � _ �ezsnH a _23 I .... . ... .:,: - :,:. . N b � �! acs�� w �. �.:: .: . ...:::.._ ::::. ....._._., __.� ..,_... .._ . ._ ._ __ ........ _._. _..... . ... N _.. a I : �_ :. �..- . .. �... �. :-. :�:. ezsn� - m- , m i� ,: - ..,:, :::-: ... __. ......,,ecs'E' c� E �b)l� � U ' ._ -:: ..:: .... :. ... q 4 ' r v i rvr " . :: :t� : � . _� : , 26f `4° s . :�b :�:, _ -..��:: _... ..... ..... ::::. ... _. n:�.::: .. .,� r � Ct)� ' II_,_ _ o' � `d� ii • : ii o-xi. o-se � � I �_I Page 1 of 28 Job Truss 7russType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET A GABLE � � � Job Reference o tional The Truss Co./Tri-County Truss,Sumner WA/Eugene OR I Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:03 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-667MsqnXKWztLW8AIJ80zkJN5Z3y8rg_Vy6rg6zZbG6 2 0.0 6-2 15 12-1� i6-9-1 19-9-0 22-8-75 27-0-12 333-1 39-6-0 q1-6-Q 2 0-OT6-2-15 � 5-10-5 ~ 4-7-13 �2-11-15 F2-11-15I 4-7-13 I 5-10-5 I 6-2-15 I2-0-0 7.00 12 Scale=1:112.5 5 � 3x6 II 3 — 3x6 II 3x6 II 3x6 II 4 24 8 12x12� t.5x4 I I 3x6 I I 3x6 I I , � ST3 � ST3 12x12� q 1.5x4 II 3 S 5 S 9 1.5x4 II ST1 S 4 °D � S 4 ST1 - � 1 15-0-0 � 2 1 x4 10 � 81 B2 11 6x8= 23 22 21 20 19 16 15 14 13 12 6x8= 3x6 II 10x14 MT18H— �� 5x5= 3x6 I I 3x6 I I 3x6 II 5x5— 10x14 MT18H= 3u6 II 3xG II 1.5x4 II 3x6 II �_5x4 II 3x6 I I t.5x4 I I 1.5x4 II t5x4 II 6-2-15 12-1-4 27�-72 33-3-7 39b-0 6-2-15 5-10-5 15-3-8 5-10-5 6-2-15 Plate Offsets(X,Y): [2:0-4-0,0-1-11],[6:0-4-0,0-4-4j,(10:0-4-0,0-1-11],[13:03-8,0-t-8),[16:0-2-8,03-0],[19:0-2-8,0-3-0],[22:0-3-8,0-1-8],[27:0-1-13,0-0-12j,[28:0-t-13,0-0-12],[32:0-1-13,0-0-12],[34:0-t-13 0-0-121 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 16-19 >999 360 MT20 185/148 TCDL S.0 Lumber Increase 1.15 BC 029 Vert(TL) -0.07 16-19 >999 240 MT18H 220/195 BCLL 0.0' Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 CodeIRC2009/TPI2007 (Matrix) Weight:3731b FT=16% LUMBER � BRACING TOP CHORD 2x10 DF No2"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T1:2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF No2 JOINTS 1 Brace at Jt(s):24 WEBS 2x4 HF/SPF Stud/STD'Except' MiTek recommends that Stabilizers and required cross bracing be installed W4:2x4 HF 1650F 1.5E durinq truss eredion in accordance with Stabilizer Installation quide. OTHERS 2x4 HF/SPF SWd/STD � REACTIONS All bearings 39-0-6. (Ib)- Max Horz2=-232(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)2,19,16,13 except 22=-104(LC 5),10=-108(LC 6), 15=-732(LC 11),20=-732(LC 10) Max Grav All readions 250 Ib or less at joint(s)12,23 except 2=492(LC 1),19=1429(LC 10), 16=1429(LC 11),22=524(LC 1),13=524(LC 1),10=492(LC 1),10=492(LC 1),14=261(LC 11), 21=261(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-439/66,3-4=-645/112,4-5=-674/165,5-6=371l79,6-7=-371/82,7-8=-6 7 411 59,8-9=-645I104, 9-1 0=-4 3914 5 BOT CHORD 2-23=-91/304,22-23=-91/304,21-22=-91/330,20-21=-91/330,19-20=-91/330,18-19=-26I484, 17-18=-26/484,16-17=-26/484,15-16=0/330,14-15=0/330,13-14=0/330,12-13=0/304,10-12=0/304 WEBS 4-19=-456/154,5-16=-456/149,3-22=-596/102,9-13=-596/90 NOTES (12) 1)Unbalanced roof live loads have been considered forthis design. 2)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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualifed building designer as per ANSIlTPI 1. 4)All plates are MT20 plates unless otherwise indicated. . 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)'This truss has been designed.for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ; chord and any other members,with BCDL=7.Opsf. � 8)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)2,19,16,13 except Qt=1b)22=104,10=108, � 15=732,20=732 . 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss- 11)Attic room checked for L/360 deflection. �-�� -� 12)All dimensions given in feet-inches-sixteenths(FFIISS)format S q.;��. �• LOAD CASE�S)Standard �� :a `C� �' RECEIVED �>,� ��<� , -�' � '��'c�r��r�'��' ��`. APR 0 2 2013 `��c��,��' "� 3/19/13 � BY: � 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 I installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibiliry of building desi�,mer. Bracmg shown is for lateral support of individual web members only. Additional temporary bracmg to insure stability dunng construction is tbe � responsibiliry 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 ANSVTPI 1 Quality Criteria,DS6-S9 and BCSI 1 Building Component Satety Informadon available from Truss Plate Institute,583 D'Onofiio Dnve,Madison,WI 53719 theTRUSS��.��.�, . � Page 2 of 28 �ab Truss TrussType Qb P�Y SOUNDBUILTNW/2853-B/RD SJ303510-WET A1 ATTIC 2 � Job Reference(optionap The Truss Co./Tn-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE i.sou s�w o i��i�rvu i erc muuau�ee,�nu. �.� � 18 23.04 2013 Pa e 1 I D:oh LSsP81 UgoyLAGx_Y9P?Wzch 1 Q-al hk4An95q5kygjMsl fdVyrT4zFht7z7kcsOCZz�bGS -2-0.0 fr2-15 12-14 16-9-7 19-9-0 22-8-75 27-4-12 33-3-1 39�i-0 41�'i-0 . . 2-0.0 6-2-15 5-10-5 4-7-13 2-11-15 2-ii-15 4-7-13 5-10-5 6-2-15 2-0-0 8x8= Scale=1:94.1 6 7.00 12 4x7= 4x7= 5 � 4x10 I I 18 4x10 I I 4 1.5x4 II T a 12x14 MT18H i 12x14 MT18H� � � 4 3 � 9 � u� 15-0-0 2 10 81 B2 B1 11 1 6x8� 17 16 15 14 13 12 6x8� 3x6 I I 10x14= 5x14 II 3x6 II 5x14 II �QX�q= 6-2-15 72-1-0 27-0-12 333-7 39-6A 6-2-15 5-10-5 15-3-8 5-10-5 6-2-15 Plate Offsets(X Y) [2 OFi 7 Edqe] [4 0 7-4 0 0 8] [6�0-4 0 0-4-4] [8�0 7 4 0-0 8] [10�0-6-7 Edge] [12�03-5 0-1-8] [13�0-11-4 Edqe] [16�0-11-4 Edqe] f�7�03-8 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 0.71 Vert(LL) -0.55 13-16 >856 360 MT20 185/148 TCDL 8A Lumber Increase 1.15 BC 0.90 Vert(TL) -0.93 13-16 >501 240 MT18H 185/148 - BCLL 0.0' Rep Stress Incr YES WB 0.97 Horz(TL) 0.07 10 n/a nla BCDL 7.0 Code IRC2009lTPI2007 (Matrix) Attic -0.19 13-16 944 360 Weight:352 Ib FT=16% LUMBER BRACING TOP CHORD 2x10 DF SS'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. T1:2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. BOT CHORD 2xt2 DF No2 JOINTS t Brace at Jt(s):18 WEBS 2x4 HF/SPF Stud/STD'Except' MiTek recommends that Stabilizers and required cross bracing be installed W4:2x4 HF 1650F 1.SE durinq truss erection in accordance with Stabilizer Installation guitle. REACTIONS (Iblsize) 2=2550/0-5-8 (min.0-2-12),10=2550/0-5-8 (min.0-2-12) Max Hoa2=-232(LC 3) Max Uplift2=-61(LC 5),10=-61(LC 6) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-4222/0,3-4=-4063/0,4-5=3080/15,5-6=0/776,6-7=0l776,7-8=3080/15,8-9=-4063/0, 9-10=-4222/0 BOT CHORD 2-17=0/3639,16-17=0/3664,15-16=013224,14-15=0/3224,13-14=0/3224,12-13=0/3664,1 0-1 2=0136 39 WEBS 5-18=-4259/0,7-18=-4259/0,4-16=0/1622,5-13=0/1622,3-17=-667141,9-12=-667/45,3-16=-708/190, 9-13=-708/192,6-18=0/529 NOTES (12) t)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;85mph;TCDL=4.Bpsf;BCDL=42psf;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 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Ceiling dead load(5.0 ps�on member(s).4-5,7-8,5-18,7-18 7)Bottom chord live load(40.0 ps�and additional bottom chord dead load(10.0 ps�applied only to room.13-16 S)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)2,10. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.�and R802.10.2 antl referenced stantlard ANSI(fPl 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was usetl in the analysis and design of this truss. 11)Attic room checked for L/360 deflection. � 12)All dimensions given in feet-inches-sixteenths(FFIISS)formaL . j LOAD CASE(S)Standard a � .,,,,�-��', �� 4:5;�,�ar ' C'� ». `�3 � 7� +�t3 rf '�} L P �� a�{A�. �.: I �`j��'l�'1"��`�"��,�.�� j�rA�..,�`' 3/19/13 Digitally signed by:Terty L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TH1S 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. Additionat[emporary bracing to insure stabiliry during cons[ruction is the responsibility of the erector.Additional pertnanent bracing oF the overall struchue is the responsibility of the building designer.For general guidance ��,. regarding fabncatioq quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Cri[eria,DS6-89 and BCSI 1 Building '{,,, Component Satety Information available from Truss Plate[ns[itu[e,583 D'Onofiio Drive,Madison,W I 53719 �t J,eTRUSS��.��.. I: Page 3 of 28 Job Truss TrussType �b P�Y SOUNDBUILTNW/28538/RD SJ303510-WET A2 ATTIC 5 1 Job Reference(optionap The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:04 2013 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?Wzch 1 Q-al hk4An95q5kygjM s1 fdVyrTSzGkt757kcsOCZzZbG5 -2-0-0 6-2-15 12-1-0 16-9-7 19-9-0 22-8-15 27-0-12 33-3-1 39-1-0 2-0-0 6-2-15 5-10-5 4-7-13 2-ii-15 2-11-15 4-7-13 5-10-5 5-9-15 Sx8= Scale=1:92.9 6 7.00 12 4x7— 4x7= 5 � 5x7 I I �� 4x8 I I 4 1.5x4 II T 8 12x14 MT18H i � � 12x12� 0 � 3 � 9 � � 15-0.0 10` 2 Bt 82 83 1 6x8 G 16 15 14 13 12 11 6x8 J 3x6 I I 10x14= Sx14 II 3x6 II 5x14 II 10x14= 6-2-15 12-1-0 27-4-12 333-1 39-1-0 6-2-15 5-10-5 15-3-8 5-10-5 F 5-9-15 Plate Offsets(X Y) [2 OFi 7 Edge] [4�0 0 12 0 1 S] [6�0 4 0 0 4 4] [8�0 7 0 0 0 8] [10�0-2-8 Edqe] [11�03-8 0-1-5� [12�0-11-4 Edge] [15�0-11-4 Edae] [16�0-3-5 0-1-81 LOADiNG(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.54 12-15 >867 360 MT20 1851148 TCDL S.0 Lumber Increase 1.15 BC 0.89 VeR(TL) -0.92 12-15 >508 240 MT18H 185/148 BCLL 0.0' Rep Stress Incr YES WB 0.97 Ho2(TL) 0.07 10 n/a n/a BCDL 7.0 CodeIRC2009(TPI2007 (Malrix) Attic -02012-15 935 360 Weight:3471b FT=16% LUMBER BRACING TOP CHORD 2x10 DF SS'Except' TOP CHORD Structural wood sheathing directly applied or 2-43 oc purlins. T1,T3:2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. 80T CHORD 2x12 DF No2 JOINTS 1 8race at Jt(s):17 WEBS 2x4 HF/SPF Stud/STD`Except• MiTek recommends that Stabilizers and required cross bracing be installed W4:2x4 HF 1650F 1.5E durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS pb/size) 2=2538/0-5-8 (min.0-2-11),10=2394/Mechanical Max Horz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4201/0,3-4=-4028/0,4-5=-3051/22,5�=01767,6-7=01763,7-8=3055/18,8-9=-4020/0, 9-10=-4134I0 BOT CHORD 2-16=0/3620,15-16=0/3645,14-15=0/3193,13-14=0/3193,12-13=0/3193,11-12=0/3551,10-11=0/3526 WEBS 5-17=-4211/0,7-17=-4211/0,4-15=0/1609,8-12=0/1585,3-16=-654/45,9-11=-674/39,3-15=-720/188, 9-12=-627/220,6-17=0/523 NOTES (13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp 6;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Ceiling dead load(5.0 ps�on member(s).4-5,7-8,5-17,7-17 7)Botlom chord live load(40.0 ps�and additional bottom chord dead load(10.0 ps�applied only to room.12-15 8)Refer to girder(s)for truss to Wss connedions. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. 10)This truss is designetl in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 11)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was usetl in the analysis and design of this truss. 12)Attic room checked for L/360 deflection. 13)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE(S)Standard L' �� Y �� , ��// 4 � :.+ `C3 � � t,� � !y'�h4 ' ��S'��'1��'��-`��J�' ��"4r��' 3119/13 Digitally signed by:Terry L.Powell,P.E. !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 veRically. Applicabiliry 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 conshvction is the responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,D5B-89 and BCSI 1 Building Component Safety Informallon available from Truss Plate Insti[ute,583 D'Onofrio Drive,Madison,WI 53719 theTRt�SS{~..��.I�� Page 4 of 28 Job Truss TrussType (1ty Ply SOUNDBUILTNW/2853-BIRD SJ303510-WET A2A ATTIC 5 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 18:23:05 2013 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?Wzch 1 Q-2U F6H Wons8DbapIZPkAs290e8NZace_HyGbxl?zZbG4 -2-0-OI 6-2-15 �7-11-6� 12-1� 16-9-1 19-9-0 22-8-15 27�-12 333-1 39-1-0 '2-0-0 6-2-15 1-8-9 4-1-12 4-7-13 2-11-15 2-11-15 4-7-13 5-10-5 5-9-15 Sx8= Scale=1:92.9 7 7.00 12 4x7= 4x7= 6 8 3x10 I I �9 3x9 I I 3x6 II 5 1.5x4 II T 9 � 12xt2 G � 12x12� � 4 � m � 3 � 10 W F.A.0 S GE �5-0-0 i� 2 � B1 B2 B3 6x8� 18 17 20 t6 15 14 13 12 6x8� 3x8 II 10x14 12x12= 3x6 II 5x5= 3x12 II tOxt4= 6-2-15 7-11-g 12-1A 27-4-12 333-1 39-7-0 6-2-15 �1-8-9I 41-12 I 153-8 � 5-� 59-15 � Plate Offsets(X,Y):[2:OFi-7,Edge],[5:0-7-12,0-0-8],[6:0-0�,0-4-0],[7:0-4-0,0-0-4],[8:0-0-4,0-4-0],[9:0-7-0,0-0-8],[10:0-5-O,Edge],[11:0-2-8,Edgej,(12:03-8,0-1-8],[13:03-8,0-9-0],[16:0-9-4,0-1-8],[17:0-2-8 03-0� [18:0-5-12 0-1-8� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLA7ES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.55 13-16 >850 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.92 13-16 >508 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.07 11 n/a n/a BCDL 7.0 Code IRC2009lfP12007 (Matrix) Attic -020 13-16 895 360 Weight:347 Ib FT=16°k LUMBER BRACING TOP CHORD 2x10 DF SS'Except' TOP CHORD Strudural wood sheathing directly applied or 23-2 oc purlins. T1,T3:2x4 HF No.2 BOT CHORD Rigid ceiling tlirectly applied or 2-2-0 oc bracing. BOT CHORD 2xt2 DF No2 JOINTS 1 Brace at Jt(s):19 WEBS 2x4 HFISPF Stud/STD'Except' MiTek recommends that Stabilizers and required cross bracing be installed W5:2x4 HF 1650F 1.5E,W4:2x4 HF No2 durin truss eredion,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=2644/0-5-8 (min.0-2-13),11=2431/Mechanical Max Horz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=3313/0,3-4=-3933/0,4-5=-4226/0,5fi=-3143/23,6-7=0/866,7-8=0/793,8-9=3178/23, 9-10=-4153/0,10-11=-4189/0 BOT CHORD 2-18=0/3714,17-18=0/3692,17-20=0/3304,16-20=0l3304,15-16=0/3318,14-15=0/3318,13-14=0/3318, 12-13=0/3602,11-12=0/3574 WEBS 6-19=-4425/0,8-19=-4425/0,5-16=0/1918,9-13=0/1605,3-18=-68/636,10-12=-746/45,10-13=-571/220, 7-19=0/548.4-17=-912/22,3-17=-1224/292 NOTES (12) t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been tlesigned 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,with BCDL=7.Opsf. 5)Ceiling dead load(5.0 ps�on member(s).5-6,8-9,6-19,5-19 6)Bottom chord live load(40.0 ps�and additional bottom chord dead load(10.0 ps�applied only to room.13-16 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. 9)This truss is tlesigned in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 10)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was usetl in the analysis and design of this truss. 11)Attic room checked for L/360 defledion. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �,.,';. ��..a� « � ��I ��' r � �� t � !��fi9 �� t:S't'��?�� 3119/13 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 connectors.This design is based only upon pazameters shown,and is for an individual building component to be ins[alled and loaded veRically. Applicabiliry of design pazameters and proper incorporation of component is responsibility of building designer. Bracing shown is for latera]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 co�hol,storage delivery erection and bracing consult ANSI/"CP[ 1 Quality Criteria,DSB-89 and BCSI 1 Building "�'� �� Component Safety Informafion available from Truss Plate[nstitute,583 D'(hiofno Dnve,Madison,WI 53719 theTRUS��.I��.. Page 5 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET A3 ATTIC � 2 �ob Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:05 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-2UF6HWons8DbapIZPkAs290d3NcAcknHyGbxl?zZbG4 -2-0-0 6-2-15 12-1� i6-9-7 19-9-0 22-8-15 27-4-12 333-1 39-1-0 '2-0-0� 6-2-15 � 5-10-5 � 4-7-13 � 2-11-15 � 2-11-15 I 4-7-13 � 5-10-5 � 5-9-15 ' 8x8= Scale=1:94.3 6 7.00 12 4x7= 4x7= 5 � 3x9 I I �� 3x9 I I 4 1.5x4 II T 8 12x12� `�' v 12x12� 4 � m 3 � 9 N 9p � � 15-0-0 10 2 81 B2 B3 1 6x8� 16 15 14 13 12 11 6x8� 3x6 II 10x14= 12x12= 3x6 II 12x12= 10x14= HUS26 6-2-15 12-i-0 27-0-12 333-1 39-1-0 � 6-2-15 � 5-10-5 � 15-3-8 � 5-10-5 � 5-9-15 Plate Offsets(X,Y):[2:0-6-6,Edge],[4:0-7-8,0-0-0j,[6:0-4-0,0-4-4],[8:0-7-4,0-0-4],[10:0-2-S,Edge],[11:0-3-8,0-1-8],[12:03-8,0-8-12],[15:0-3-8,0-8-12],[16:03-8,0-1-8] LOADING(ps� SPACING 3-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.49 12-15 >949 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.84 12-15 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.07 10 n/a n/a BCDL 7A Code IRC2009/TPI2007 (Matnx) Attic -0.16 12-15 1138 360 Weight 6941b FT=16% LUMBER BRACING TOP CHORD 2x10 DF SS'ExcepY TOP CHORD 2-0-0 oc purlins(3-5-12 max.) T1,T3:2x4 HF No2 (Switched from sheeted:Spacing>2-0-0). BOT CHORD 2x12 DF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD'Except' JOINTS 1 Brace at Jt(s):6,17 W4:2x4 HF 1650F 1.5E,W3'2x4 HF No.2 REACTIONS (Ib/size) 2=4615/0-5-5 (min.0-2-7),10=5040/Mechanical Max Horz2=371(LC 4) Max Uplift2=341(LC 5),10=-226(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7899/430,3-4=-7474/249,4-5=-5570/279,5-6=-52/1627,6-7=-33/1606,7-8=-5592/298, 8-9=-7444/213,9-10=-8362/347 BOT CHORD 2-16=-430/6839,15-16=�325/6877,14-15=36/5950,13-14=-36/5950,12-13=-36/5950,11-12=-212/7187, 10-11=-216/7175 WEBS 5-17=-8081/356,7-17=-8081/356,4-15=-50/3360,5-12=0/3252,3-16=-101122,9-11=-469/170, 3-15=-1377/450,9-12=-1758/355,6-17=-2/986 NOTES (17) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x10-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x12-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;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 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 ft between the bottom chord and any other members. 7)Ceiling dead load(5-0 ps�on member(s).4-5,7-8,5-17,7-17 8)Bottom chord live load(40.0 psf)and adtlitional bottom chortl tlead loatl(10.0 ps�applied only to room.12-15 ��I 9)Refer to girder(s)for truss to truss connedions. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstantling 100 Ib uplifl at joint(s)except(jt=1b)2=341,10=226. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 7� 14)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Pty Girder)or equivalent at 12-2-4 from the left end to connect truss(es)GRD(t ply 2x6 �- T��..,..,,:ii�j .�� DF) to back face of bottom chord �� 15)Fill all nail holes where hanger is in contact with lumber. ` °°}S` �./j,�. 16)Attic room checked for l/360 deflection. 17)All dimensions given in feet-inches-sixteenths(FFIISS)format �'"�.�� LOAD CASE(S)Standard Continued on page 2 � '� i��+�v � , '�` �', ��.3'��°*is�r��'.�,�,Gti" �d��A.L�' 3/19/13 I 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. Applicabiliry of design parameters and proper incorporation of component is responsibility of building desig�er. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry during construction is the responsibility of the erector.Additional permanent bracing of the overall structwe is the responsibiliry of the building designer.For general guidance regarding fabrication,quality control,storage delivery erec[ion and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �� Component Safety Information available from Truss Plate Ins[itu[e,583 D'Onofrio Drive,Madison,WI 53719 't�,��s��,(�.�i(,�,. Page 6 of 28 Job Truss 7russType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET A3 ATTIC � 2 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/BuAington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:05 2013 Page 2 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-2UF6HWonsBDbapIZPkAs290d3NcAcknHyGbxl?zZbG4 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:2-15=-21,12-15=-171,10-12=-141(F=-120),1-4=-99,4-5=-114,5-6=-99,6-7=-99,7-8=-114,8-10=-99,5-7=-15 Concentrated Loads(Ib) Vert:15=-864(B) I f II � f '� il� � ! I i I ,� ! '� i � � � ik � I I �f �I i I', f I I I � i � I I f I � {„. �`� � , ,�1.5��r� � � '�'� . ,'� „�+, jy !y4n9 y �y""� ' �� '(� .�y.t�++q+�^ ,(`V }+�~. `� �f td.?N Ls�kF C.+� ��EY.,(�1�� Y�4. 3/19/13 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE. Design valid for use with Mitek wnnectors.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 stabiliry during construction is the responsibiliry of the erector.Additional pertnanent 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 ANSIfTPI 1 Quality Criteria,DS6-89 and BCSI 1 Building -` Component Safety[nformation available from Truss Plate Institute,583 D'Onofiio Dnve,Madison,WI 53719 theTRUSS��.��. f Page 7 of 28 Job Tn,ss Tn,ssType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET A4 GABLE 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 18:23:06 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-WhpUVspPdRLSCztIzRi5bNxuKn4fLBLQBwLVHRzZbG3 -2-0-0 52-15 12-1� 16-9-1 19-9-0 22-8-15 27-0-12 33-3-1 39-1-0 '2-0-0� 6-2-15 � 5-10-5 � 4-7-13 2 17-15 &�4 7-73 � 5-10-5 I 5-9-15 8x8= Scale=1:104.9 6 7.00 12 3x6= 3�_ 5 � 3x6 I I 23 3x6 I I 3x6 II 3x6 II 4 1,5x4 II a 3x6 II 12x12� 3x6 II Q v ST3 12x12� " 1.5x4 II 3 5 � S 9 1.5x4 II m ST1 S 4 � S 4 ST1 15-0-0 5x4 I �� 1 2 Bt 62 B3 6x8= 22 21 20 19 18 15 14 13 12 11 6x8= 3x6 II 3x6 II 3x6 II 10z14_ 16 5x5= 3x6 II 3x6 II 1.5x4 I I 3x6 I I 5x5— 10x14= �3x6 I I 1.5x4 I I 1.5x4 I I 3x6 I I 1.5x4 I I 1.5x4 II 1.5x4 II 6-2-15 12-i-4 27-0-12 33-3-1 39-1-0 6-2-15 � 5-10-5 I 15-3-8 � 5-105 � 5-9-15 Plate Offsets(X,Y):[2:0-4-0,0-1-11],[6:0-4-0,0-4-4],[10:0-4-0,0-1-11],[12:03-8,0-1-8],[15:0-2-8,03-0],[18:0-2-8,03-0],[21:03-8,0-1-8],[26:0-1-13,0-0-12],[27:0-1-13,0-0-12],[31:0-1-13,0-0-12],[33:0-1-13 ,0-0-12] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 15-18 >999 360 MT20 185/148 TCDL S.0 Lumber lncrease 1.15 BC 029 Vert(TL) -0.07 15-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code IRC2009lTPI2007 (Matrix) Weight:3681b FT=16% LUMBER BRACING TOP CHORD 2x10 DF No2*Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puAins. T1,T3:2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF No2 JOINTS 1 Brace at Jt(s):23 WEBS 2x4 HF/SPF Stud/STD'ExcepY MiTek recommends that Stabilizers and required cross bracing be installed W4:2x4 HF 1650F 1.5E durin truss eredion,in accordance with Stabilizer Installation uide. OTHERS 2x4 HF/SPF Stud/STD REACTIONS All bearings 38-7Fi. (Ib)- Max Horz2=247(LC 4) Max Uplift All uplift 100 Ib or less at joinl(s)2,18,15,12,10,11 except 21=-106(LC 5), 14=-734(LC 11),19=-732(LC 10) Max Grav All reactions 250 Ib or less at joint(s)11,22 except 2=492(LC 1),18=1429(LC 10), 15=1436(LC 11),21=524(LC 1),12=470(LC 1),10=314(LC 1),10=314(LC 1),13=268(LC 11), 20=261(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-439/61,3-4=-645I108,4-5=-674/162,5-6=-370/80,6-7=-370/82,7-8=-674/158,8-9=-643/102, 9-10=-446/41 BOT CHORD 2-22=-104/304,21-22=-104/304,20-21=-104I330,19-20=-104/330,18-19=-104/330,17-18=-41/484, 16-17=-41/484,15-16=-41/484,14-15=-11/331,13-14=-11/331,12-13=-11/331,11-12=-13/306, 10-11=-13/306 WEBS 4-18=-456/155,8-15=-462/153,3-21=-596/104,9-12=-564/91 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed; entl vertical left and right exposetl;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualifed building designer as per ANSIlfPI 1. 4)Gable studs spaced at 2-0-0 oc. 5)This tr�ss 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)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 1b uplift at joint(s)2,18,15,12,10,11 except Qt=1b)21=106, 14=734,19=732. 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-ngid pitchbreaks with fixed heels"Member end fixity model was used in the anatysis and design of this truss. - t,, � 10)Attic room checked for U360 deflection. �- {'�{j1 � 11)All dimensions given in feet-inches-sixteenths(FFIISS)format � � � „q�: �.S�fj ' � LOAD CASE�S)Standard 1 t i �{y � � '`"''�, t'�9f.l� °�-�L'� ��'l,ST�-��Y d � � �� 3/19/13 i 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 componen[is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliry during construction is the responsibility of the erector.Additional permanent bracing of the overal]structure is the responsibility of the building designer.For general guidance � re azdin fabrication, uali control,stora e delive erection and bracin consult ANSI/TPI 1 -- �� g g q ry g ry g Quality Crireria,DSB-89 and BCSI 1 Building Component Safety Informafion available from Truss Plate Institute,583 D'Onofiio Dnve,Madison,WI 53719 theTRUSSr..�.��{~.. Page 8 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET AA MONO TRUSS 1 1 Job Reference(optional) � The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:06 2013 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?Wzch 1 Q-WhpUVspPd RLSCztIzRiSbNxs5n35L90QBwLVHRzZbG3 -2-0.0 5-5-2 12-1-8 79-8-4 � 2-0.0 5-5-2 &8-6 7-6-12 5 Scale=1:73.1 7.00 12 3x6 I I 4 T2 12x12� 3 � W � 2 1 3x5= 7 6 1.5x4 II 3x4= . 55-2 72-1-8 55-2 6-8-6 Plate Offsets(X Y):[6:0-1-12 0-1-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.07 6-7 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 6 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:103 Ib FT=16 k LUMBER BRACING TOP CHORD 2x10 DF No2"ExcepC TOP CHORD Structural wood sheathing tlirectly applied or 6-0-0 oc purlins, except end verticals. T1:2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 HF/SPF Stud/STD durin truss erection,in accortlance with Stabilizer Installation uide. REACTIONS (Iblsize) 5=201/0-1-8 (min.0-1-8),6=792/Mechanical,2=598/0-5-8 (min.0-1-8) Max Horz2=264(LC 4) Max Uplift5=-86(LC 5),6=-209(LC 5),2=-19(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-573/0,4-6=-555/194 BOT CHORD 2-7=-46/415,6-7=-49/410 WEBS 3-7=0/251,3-6=-452/82 NOTES (10) 1)Wnd:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 i chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2 except Qt=1b)6=209. 7)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)5. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard I iq . �� 1.: Z��}� :�. I �t A.��f f � I { "'�3 C� 'T� ,r{ 1.�7 ��; t�9i�5� +�-.� �"�.4'��lS'�.F�,�'� �� .`��I'�Ai.�� 3/19113 i Digitally signed by:Terty L.Powell,P.E. I :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 parameters shown,and is for an individual building component to be installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibiliry of building designer. Bracing shown is for lateral support of individua]web members only. Additional temporary bracing to insure stability during construction is the � responsibility of the erector.Additional permanent bracing of the overall structwe is the responsibility of the building designer.For general guidance �'� regarding fabricatioq 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 Institu[e,583 D'Onofrio Drive,Madison,WI 53719 t�eTRUSS�r�.��. Page 9 of 28 Job Truss TrussType �ty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET B GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:07 2013 Pa e 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-_tNtiCq101TJp7SxX9DK7aT6dBU?4jFaQa42ptr�bG2 -1-9-4 7-0-0 14-0-0 15-9-0 �-s-a �-ao �-o-o ~ i-s-a qx4= Scale=1:42.0 t5x4 II 6 1.5x4 II 5 � a OQ 1z 1.5x4 I I t5x4 II 4 8 1.5x4 I I T 1.5x4 I I T T y 3 T T T T 10 2 61 11 1 3x5= �8 17 16 15 14 �3 �p 3x5= 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 II 1.5x4 II 14-0-0 14-0-0 Plate Offsets(X Y)�[2�0-2-9 0-t-8] [10�0-2-9 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 024 Vert(LL) -0.04 11 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.05 11 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 7.0 Code IRC2009(iP12007 (Matnx) Weight:641b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 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 Stud/STD MiTek recommends that Stabilizers and required cross braang be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 14-0-0. (Ib)- Max Horz2=-101(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)2,10,12,13,14,18,17,16 Max Grav All reactions 250 Ib or less at joint(s)2,10,15,12,13,14,18,17,16 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat II;Exp B;enclosetl;MWFRS(low-rise)gable end zone;cantilever left antl nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualifed building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable stutls spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10,12,13,14,18,17,16. j 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 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)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. LOAD CASE(S)Standar� I� �: �� .�,� ... �'��'�t,�.. � i, �. � `C3 � GY'. � . �� +; i�'�h9 � "�'` �. �. �:;� �, ' ti' '��r,�°r��- � j ,S'��A�.��'�' j 3/19/13 Digitally signed by:Terry L.Powell,P.E. !WARNING:—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE OSE. 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 pazame[ers 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 pertnanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance *� regazding fabrication,quality control,storage delivery erec[ion and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �k�� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS��.��.�. Page 10 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET B1 SCISSOR 1 1 Job Reference o tional The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:07 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-_tNtiCq 1 OITJp7SxX9DK7aT_6BMC4epaQa42ptzZbG2 -1-9-4 I 7-0-0 14-0-0 15-9-0 ' 1-9-4 7-0-0 � 7-0-0 I 1-9-4 � 4x4= Scale=1:38.4 3 8.00 12 6 5x5= rt N 2 4 N 5 � 3x5� 4.00 12 3x5� 7-ao 14-0-0 ~ 7-0.0 � 7-0.0 Plate Offsets(X,Y):[2:0-0-13,Edge],[4:0-0-13 Edge] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.15 4-6 >999 360 MT20 185/148 TCDL S.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.32 4-6 >504 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.07 4 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:451b FT=16% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=674/0-5-8 (min.0-1-8),4=674/0-5-8 (min.0-1-8) Max Horz2=103(LC 4) Max Uplift2=-106(LC 5),4=-106(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-964/0,3-4=-964/8 BOT CHORD 2-6=0/722,4-6=0l722 WEBS 3-6=0/544 NOTES (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(t=1b)2=106,4=106. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard il l �d �._ �� „��". �t,5��t� � C'" � � � ��'�ZI � t� � 9�a � �`'��'��l'rI,S'�'�'.�`�� .'� � ��I��.1-,�''� 3/19/13 � Digitally signed by:Terry L Powell,P.E. i i !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. � Design valid for use with Mitek connectors.This design is based only upon 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 constcuction is the �i� responsibility of the erector.Additional pennanent bracing of the overall struc[ure is[he responsibility of the building designer.For general guidance regarding fabncation,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building -�- - Component Safety Informa6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t�eTRUSS.�.Q.1�,�.. Page 11 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET C GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industnes,Inc. Mon Mar 18 1823:08 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-S3xFvYrg93bARH185skZgoOCTaINp?JeEqbMKzZbG1 -1-9-4 10-11-8 123-Q 77E-0 24-6-0 26-3-0 ' 1-9-4 i 10-11-8 �1-3-8 53-0 I 7 p p ..._ I �_9_4 � 5x6= Scale=1:71.6 1.5x4 II 3x4 i 9 3x5 O 1.5x4 II g 3x5� 1.Sx4 II � 1.5x4 II 8.00 12 3x8� 1.5x4 II 6 10 1.5x4 II 5 5 6 1.5x4 II 4 q 4x II 3�T� 3 2 13 � N 2 i 5x5= 11 � 1 14 12 3x4= 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I gXg� 3x4� 20 19 18 17 16 15 2x4%q.00 12 5x5= 2x4�i 10-11-8 �123-0� 17b-0 F 24b-0 i 10-11-8 13-8 53-0 7-0-0 Plate Offsets(X Y)� [8�0-1-12 0-t-8] [9�0-2-8 0-1-4] [10�03-4 0-1-8] [13�0-2-8 0-2-121 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.08 11-13 >999 360 MT20 185/148 TCDL 8.0 Lumberincrease 1.15 8C 0.34 Vert(TL) -0.2011-13 >819 240 BCLL 0.0' Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 11 n/a n/a BCDL 7.0 Code IRC2009lTPI2007 (Matrix) Weight:150 1b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 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 6-0-0 oc bracing, Except: WEBS 2x4 HF No2"ExcepY 10-0-0 oc bracing:13-14,11-13. W3,W7:2x4 HF Stud,W6:2x4 HF 1650F 1.5E,W2,W5:2x6 HF No2 MiTek recommends that Stabilizers antl required cross bracing be installed OTHERS 2x4 HF Stud during truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-11-8 except Qt=length)11=0-5-8. (Ib)- Max Horz2=174(LC 4) Max Uplift All uplift 100 1b or less at joint(s)20,19,18,17,16 except 2=-118(LC 10),11=-130(LC 6) Max Grav All readions 250 Ib or less at joint(s)2,20,19,1 S,17,16 excepl 15=914(LC t), 11=523(LC 1) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-113/346,3-4=-79/358,4-5=-32/354,5f=0/353,6-7=0/362,7-8=0/314,10-11=-609/42 BOT CHORD 2-20=-269/138,19-20=-269/138,18-19=-269/138,17-18=-269/138,16-t7=-269I138,15-16=-269/138, 14-15=305/150,13-14=0/393,11-13=0/443 WEBS 8-15=-719/0,8-14=0/599,9-14=344/0,10-14=-686/99,10-13=0/363 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2 Wnd:ASCE 7-05;85m h;TCDL=4.8 sf;BCDL=42psf;h=25ft;Cat.il;Exp B;enclosed;MWFRS Qow-rise)gable end zone;cantilever left and nght exposed; ) P P end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualifed building designer as per ANSIlTPI 1. 4)Gable studs spaced at 2-0-0 oc. 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 antl any other members. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. S)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)20,19,18,17,16 except Qt=1b)2=118, 11=130. 9)This truss is designed in accordance with the 2009 Intemational Resitlential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss. t 1)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard 7� .�. .�- !�� . r �� ,.,��.'� �.,��f� 4 :.i �_ � � � r � c � r �I��1�9 * �t,$'�`��'1S°I'�1��`�� a;?~� ! ?'��'��L�rtC',�, � 3119/13 Digitally 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 veRically. Applicability of design parameters and proper incorporation of component is responsibiliry 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[he 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[nstitute,583 D'Onofno Dnve,Madison,WI 53719 theTRUS��..�.I��. i Pa e 12 of 28 9 Job Truss Truss7ype �b Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET C1 SPECIAL 4 1 Job Reference(optional) � The Truss Co./Tn-County Truss,Sumner WA/Eugene OR/Budington WA,TSE 7.350 s Jul 31 2012 MiTek Industnes,Inc. Mon Mar 18 1823:08 2013 Pa e 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-S3xFvYrg93bARH185skZgo09mah3p_vjeEqbMKz�bG1 -1-9-4 5-10-1 10-11-8 123-0 17�-0 24�-0 263� 1-9-4 5-10-1 5-1-7 13-8 5-3-0 � - 7-0-0 � 1-9 4 4x4— Scale:3/16"=1' 3x4 i 5 4 8.00 12 4x4� 3x4 i 6 3 9 m 2 5x5= 7 `� , 'O 8 N 3x5= 12 >> 3x8� 4x5� 1.5x4 I I sx�= 4.00 12 5-10-1 10-11-8 I12-3-OI 17b-0 24-6-0 5-10-1 5-1-7 1-3-8 53-0 7-0-0 Plate Offsets(X Yp f2�0-2-9 0-1-5] [3�0-1-12 0-1-8] [4�0-t-12 0-1-8] [6:0-1-0 0-1-8] p:0-2-6 0-0-10] [9:0-2-8 0-3-4] [10:0-1-14 O11-S] [11:0-5-4 0-2-5� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.15 9 >999 360 MT20 185I148 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.33 7-9 >882 240 BCLL 0.0' Rep Stress Incr YES WB 0.78 Horz(TL) 0.2t 7 n/a n/a BCDL 7.0 CodeIRC2009/TPI2007 (Matrix) Weight:1161b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except' MiTek recommends that Stabilizers and required cross bracing be installed W3,W5:2x4 HF No.2,VY6:2x4 HF 1650F 1.5E during truss ereclion in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1094/0-5-8 (min.0-1-13),7=1094/0-5-5 (min.0-1-11) Max Horz2=175(LC 4) Max Uplift2=-138(LC 5),7=-138(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-1409/100,3-4=-103t/134,4-5=-919/160,5-6=-10001141,6-7=-2436/112 BOT CHORD 2-12=-65/1068,11-12=-65/1068,10-11=0/825,9-10=-22/2000,7-9=-26/2004 WEBS 3-11=380/98,4-1 0=-26 811 4 1,5-10=-140/806,6-10=-1482/91,6-9=0/1345 NOTES (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom I chord and any other members. 5)Bearing at joint(s)7 considers parallel to grain value using ANSI(TPI t angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=138,7=138. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard I i�l �' �� „��. ?1..5':��` � � »> f� �,�� r � 'C3 � Lk � t��1h4� ''T�j `�'� ��.�. �, �� t>ST��- ,4�,.� ��-��Al a'�"�" 3/19/13 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING NOTES BEFORE USE. I� Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component[o be installed and loaded vertically. Applicabiliry of design parameters and proper incorporation of component is responsibility of building designer. iBracing 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 brac�ng of the overall structure is the responsibiliry of the building designer.For general guidance 4� ''� regarding fabncation,quality conhol,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building ��'A{'�� Component Safety Information available from Truss Pla[e[ns[itu[e,583 D'Onofrio Dnve,Madison,WI 53719 theTRUSSCO�.II�tC. Page 13 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET C2 COMMON � 3 Job Reference(optionap The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 t8:23�10 2013 Pa e t ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-PS2?KEswhgrugbBWCHm11D5RTOKhHtA06YJiQCz�bG? 41-8 8-2-6 12-3-0 16-3-10 20-0-8 24E-0 4-1-8 4-0-14 4-0-10 4-0-10 � 4-0-14 � 4-1 8 6x8 MT18H I I Scale=1:72.8 4 8.00 12 5x5 i 5x5� 3 5 In addition to nailing specified in note 2,add(4)Simpson"SDS 1/4 x 4-1/2" 4x5� 4x5�� wood screws from front face of bottom chord at joint 8. Place screws Z 6 in 2 rows offset from nailing and 4 space 6"oc each row about joint. HUS28 1 � 2 14 15 13 16 17 12 18 19 �� 10 20 21 9 22 a 7x8 MT18H� 7x8 MT18H i 3x8 II �zX�2— HUS28 6x8 MT18H= 12xt2= 3x8 II ° HUS28 HUS28 HUS28 HUS28 8x14 II HUS28 HUS28 HUS28 HUS28 HGUS28-2 4-1-8 8-2-6 12-3-0 16-3-70 20�-8 24-6-0 4-1-8 4-0-14 4-0-10 4-0-10 4-0-14 4-1-8 Plate Offsets(X Yp [1�0-0-13 Edqe] [2�0-1-4 0-1-12] [3�0-0-12 0-1-12] [5�0-0-12 0-1-12] [6�0-1-4 0-1-12] p:0-4-13 Edqe] [8:0-5-12 0-1-8] [9:0-3-5 0-6-4] [12:03-8 0-6-4j [13:0-5-12 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 0.97 VeR(LL) -029 9-11 >999 360 � MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.50 9-11 >573 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.10 7 n/a n/a BCDL 7.0 CodeIRC2009(TPI2007 (Matrix) Weight:4621b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc puAins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2'Except' W5:2x4 HF 1650F 1.5E,W4,W2:2x4 HF/SPF Stud/STD REACTIONS Qb/size) 1=16438/0-5-5 (req.0-5-14),7=14498/0-5-8 (min.0-54) Max Hoa1=167(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less excepl when shown. TOP CHORD 1-2=-231 35/0,23=-19091/0,3-4=-14724/0,4-5=-14725/0,5-6=-19676/0,6-7=-24537l0 BOT CHORD 1-1 4=0/1 91 04,14-15=0/19104,1 3-1 5=0/1 91 04,13-16=0/19104,16-1 7=0/1 91 04,12-17=0/19104, 12-18=0/15837,18-19=0/15837,11-19=0/15837,11-20=0/16329,10-20=0/16329,10-21=0/16329, 9-21=0/16329,9-22=0/20247,8-22=0/20247,7-8=0/20247 WEBS 4-11=0/15950,5-11=-6822/0,5-9=0/7928,6-9=-4 6 8211 51,6-8=-25/5180,3-11=-6006/0,3-12=0/6964, 2-12=-3905/0,2-13=0/4260 NOTES (15) 1)Special connection required to distribute bottom chord loads equally between all plies.»»SEE ABOVE 2)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x8-4 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 3)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. 4)Unbalanced roof live loads have been considered for this design. 5)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 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chortl live load nonconcurrent with any other live loads. S)'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)WARNING:Required bearing size at joinqs)1 greater than input bearing size. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was usetl in the analysis and design of this truss. 12)Use Simpson Strong-Tie HUS28(22-10d Girder,4-tOd Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-6-12 from the left end to 18-6-12 to conned truss(es)A2(1 ply 2x12 DF) to back face of bottom chord. 13)Use Simpson Strong-Tie HGUS28-2(36-10d Girder,12-10d Truss)or equivalent at 20-4-8 from the left end to connect truss(es)A3(2 ply 2x12 DF) to back face of bottom chord. /-� 14)Fill all nail holes where hanger is in contact with lumber. �-' �c.J� 15)All dimensions given in feet-inches-sixteenths(FFI ISS)formaL a�' "�,�� . �,�� LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 �� Continued on page 2 � � i�k)t45� � i ��:��x�,s��;'�' ��, I � `��"�,F�,�-.��'� 3/19/13 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 incorpora[ion of component is responsibility of building designer. Bracing shown is for lateral suppoR 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 responsibiliry 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 Component Safery Information available from Truss Plate[nstitute,583 D'Onofrio Dnve,Madison,W I 53719 t�eTRUSS�r{�.��.. Page 14 of 28 Job 7russ TrussType Qty P�y SOUNDBUILTNWI2853-BIRD SJ303510-WET C2 COMMON � J �ob Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:10 2013 Page 2 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-PS2?KEswhgrugbBWCHm11D5RTOKhHtA06YJiQCzZbG? LOAD CASE(S)Standard Uniform Loads(pl� Vert:1-4=-66,4-7=f6,t-7=-14 Concentrated Loads(Ib) Vert:9=-2417(B)8=-5026(B)14=-2380(B)15=-2380(B)16=-2380(B)17=-2380(B)18=-2380(B)19=-2417(B)20=-2417(B)21=-2417(B)22=-2417(B) � € � . i ,�I�I 4 . . � � . . I I �i I,I il I , �i i�l F ', �I, � ' � . � .,�,.. ,�li . . � I i I I � I �' t4 f I, ill i , � ', i ill i � i. �', . . . , . I I y� �"�}� � �� W,��. ��,��° ,� C+ � "� �' ?�� r � m � dti <� �+y�},. i�+��v � �}��x�.)3��y1�' Y` `�� Y� 3/19/13 Digitally signed by:Terry L.Powell,P.E. !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 parameters and proper incorporation of component is responsibiliry of building designer. � Bracing shown is for lateral support of individual web members only. Additio�al temporary bracing to insure stability during constructio�is the ��`,� responsibility of the erector.Additional permanen[bracing of the overall structure is the responsibility of the building designer.For general guidance �' regazding fabncation,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Cri[eria,DSB-89 and BCSI 1 Building �� . .`:�,.�'.. Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 theTRU55.�.��.1��.. I Page 15 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNWI2853-BIRD SJ303510-WET D CAL HIP 1 1 Job Reference(optional) The Truss Co./Tn-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE �� 7.350 s Jul 31 2012 MiTek IndusMes,Inc. Mon Mar 18 1823:10 2013 Pa e 1 I D:ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-PS2?KEswhgrugbBWCH m1 ID5d40V8 H4i 06YJiQC�bG? -1-6-0 3-10-15 5-5-8 ' 1-6-0 � 3-10-15 .�__-- I 1_6_9 � � Scale=1:24.5 4x6 G 1.5x4 I I 4 T2 8.00 12 Y Wt �n/3 � T1 2 B1 8 6 9 5 � 3x4= 1.Sx4 I I 3x4= 3-6-8 5-3-12 6r8r@ 3-68 � 1-9-4 0--2 Plate Offsets(X Y): [3:0-3-0 0-1-12] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 023 Vert(LL) -0.01 2-6 >999 360 MT20 185l148 TCDL 8.0 Lumber Increase 1.15 BC 0.13 VeR(TL) -0.02 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC2009(TPI2007 (Matrix) Weight:24 Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins:3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s):4 MiTek recommends that Stabilizers and required cross bracing be inslalled durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=377/0-5-8 (min.0-1-8),5=283/0-1-5 (min.0-1-8) Max Horz2=103(LC 5) Max Uplift2=-85(LC 5),5=-75(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd: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 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing atjoint(s)5 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connedion(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,5. 9)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 t. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)35 Ib down and 42 Ib up at 3-9-6,and 80 Ib down and 69 Ib up at 4-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:13=66,3-4=-66,2-5=-14 Concentrated Loads(Ib) iVert:3=35 7=-80 8=-13 9=-13 �' �°�..,,} �. �� .,�� F�>�a"�f�.� - s. . �:� #„ � v � �# � �� 4��3 �� IS�"k�`�`�,�,"� ' ��j�I�AI��`�' '�" 3/19113 ; Digitally signed by:Terty L.Powell,P.E. � !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 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 dunng construction is the �w� '`�?� responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibiliry of the building designer.For general guidance � �' regazding fabrication,qualiry control,storage delivery erec[ion 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 theTRUSS{~.r�.��r. Page 16 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET D1 MONO TRUSS 4 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 16 1823:10 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-PS2?KEswhgrugbBWCHm11D5aCOTHH4fO6YJiQCzZbG? -1-6-0 5-5-8 1�-0 5-5-8 Scale:3/8"=1' 1.5x4 II 3 8.00 12 1 1 2 81 � 4 3x4= 1.5x4 I I 55-8 r y 5_8 I LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.05 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 025 Vert(TL) -0.09 2-4 >657 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 CodeIRC2009/TPI2007 (Matrix) Weight:201b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 5-5-8 oc p�rlins, except end verticals. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=333/03-B (min.0-t-8),4=189I0-1-8 (min.0-1-8) Max Horz2=108(LC 4) Max Uplift2=-66(LC 5),4=31(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Bearing at joint(s)4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)2,4. I 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S)Standard � � I I t �..� �„�,. ��. . " ,�5. ' .L,S�I,t � I "`` �r: I � ty�h�I � � � � ' ��a'`�,A.�--��'�� l. 3l19/13 �i Digitalry signed by:Terry L.Powell,P.E. �� !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. �i 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 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 stabiliry dunng construction is the responsibiliry of the erector.Additional permanen[bracing of the overall structure is the responsibility of the building desibmer.For general guidance � ,� regarding fabricatioq quality control,storage delivery erection and bracing consult ANSllTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �� Component Safety Information available from Truss Plate[nstitute,583 D'Onofrio Drive,Madison,W I 53719 theTRUSSC..��.��.., Page 17 of 28 Job Truss TrussType Qty P�y SOUNDBUILTNW/2853-B/RD SJ303510-WET E MONO HIP 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:10 2013 Pa e 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-PS2?KEswhgrugbBWCHm11D5XvOThH1606YJiQC�bG? -2-0.0 2-8-6 3-2-0 7-5-8 � 2-0-0 2-8-6 0-5-10 43-8 Scale=1:17.4 4x6= 1.5x4 I I 3 4 5.00�2 Tz 10 W3 N W1 z T1 4 61 7 6 8 9 5 � 1.5x4 II 4x4= 3x4= OH8 2-8-6 7-5-8 2-8-6 � 4-9-2 � Plate Offsets(X,Y):[3:03-0,0-1-0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.02 5-6 >999 360 MT20 185/148 TCDL S.0 Lumber Increase 1.15 BC 022 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Ho2(TL) 0.01 5 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:28 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puAins, except end verticals, BOT CHORD 2x4 HF No2 and 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applietl or 10-0-0 oc bracing. JOINTS 1 Brece at Jt(s):4 i MiTek recommends that Stabilizers and required cross bracing be installed dunn truss eredion,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=511/0-5-5 (min.0-1-8),5=328/0-1-8 (min.0-1-5) Max Horz2=46(LC 5) Max Uplift2=-130(LC 5),5=fi6(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-544/66 BOT CHORD 2-7=-70/435,6-7=-70/435,6-8=-70/435,8-9=-70/435,5-9=-70/435 WEBS 3-5=-446/65 NOTES (13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 6)Bearing at joint(s)5 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. S)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except(jt=1b)2=130. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIffPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-tOd nails. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 Ib down and 63 Ib up at 33-6,and 34 Ib down and 42 Ib up at 6-0-12 on top chord,and 2 Ib up at 2-0-12,and 1 Ib up at 4-0-12,and 1 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard t)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� �� Vert:13=�6,2-5=-14,3-4=-66 �n �3�-� � Concentreted Loads(Ib) Vert:7=18=09=010=-9211=34 n.. . .. . �.s� . ' ��. �II, � pc � ¢ � � t � ,� �'35�ts�3 � '`'��-�`t,s�r��``��' ��AL'�'' 3/19/13 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 showq and is for an individual building component to be installed and loaded vertically. Applicability of desibm pazameters and proper incorporation of component is responsibility of building designer. i Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the �� responsibiliry of the erector.Additional permanent bracing of the overall struchue is the responsibility of the building designer.For general guidance regazding fabrication,quality con[rol,storage delivery erection and braciug consult ANSUTP[ 1 Qualiry Criteria,DSB-89 and BCSI 1 Building -� � '�� Component Safety Informafion available from Truss Plate Institute,583 D'Onofno Dnve,Madison,W I 53719 theTRUSS�{�.��.'�.. Page 18 of 28 Job Truss Tn,ssType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET E1 MONO HIP 1 1 Job Reference(optional) � The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/BuAington WA,TSE 7.350 5 Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:11 2013 Pa e 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-tecNYZtYS_zlllfjm?HGIQejvoki0X39LC2Gyfz�bG_ � -2-0-0 6-4-6 7-5-8 2-0-0 64-6 � 1-1-2 4x4� Scale:1/2"=1' 3 1.Sx4 II 4 T2 5.00 12 VU2 � T1 � N 2 81 � 5 3x4= 3x4= oNa � �-s-e 7-5-8 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.48 Vert(LL) -0.16 2-5 >523 360 MT20 185/148 TCDL S.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.33 2-5 >255 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC2009lTPI2007 (Matrix) Weight:271b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, BOT CHORD 2x4 HF No2 and 2-0-0 oc purlins:3-4. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. JOINTS t Brace at Jt(s):4 MiTek recommends that Stabilizers and required cross bradng be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=454/0-5-8 (min.0-1-8),5=260/0-1-8 (min.0-1-8) Max Horz2=82(LC 4) Max Uplift2=-104(LC 5),5=-21(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) t)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; � end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reclangle 3-6-0 tall by 2-0-0 wide will fil belween the bottom chord and any other members. 6)Bearing at joint(s)5 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building tlesigner should veriry capacity of bearing surtace. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b)2=104. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 12)All dimensions given in feet-inches-sixleenths(FFIISS)format. LOAD CASE(S)Standard �.: �'��} .. ��. �t,S� � + i �.. �, �.,, '� �'' � I� `� rr rr a' I �� I u�1 h�3 � �'��:��C>I�-4'��.��' (��,"�i 3/19/13 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. Applicabiliry of design parame[ers 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 stabiliry during construction is the ,v � responsibility of the erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� i� regazding fabricatioq quality control,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 the�TRUSS�..�.��.�,.�. Page 19 of 28 Job Truss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET E2 MONO TRUSS 6 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR I Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 18�23:11 2013 Page 1 I D:ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-tecNYZtYS_zl I Iljm?HGI Qel BopO0Xu9LC2GyfzZbG_ -z-o-o a-i i-a ' 2-0-0 � a-ii-a Scale=1:19.3 3 1.5x4 5.00 12 W1 T1 2 61 4 � 1.5x4 II 3x4= oHa LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.06 2-4 >941 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a IBCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:171b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=366/0-5-8 (min.0-1-8),4=148/0-1-8 (min.0-t-8) Max Horz2=72(LC 4) � Max UpIiW2=-99(LC 5),4=-10(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wnd:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; � end vertical left and nght exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•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. 4)Bearing at joint(s)4 considers parallel to grain value using ANSI(iPl 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 5)Provide mechanical connection(by others)of truss to bearing plale at joint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIITPI t. I S)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. iLOAD CASE(S)Standard ` II - I �,! �'� . � �� I . ...��.` �,��$i s �. :.+ � i��v '� �`�`4',��`>r��r�.��`��,..�,��.� �a'1��ii.��' 3/19/13 i Digitally signed by:Terry L.Powell,P.E. I� !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 parameteis and proper incorporation of component is responsibility of building desi�er. Bracing shown is for latera)support of individual web members only. Additional temporary bracing to insure stability dunng conshvction is the � responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building desi{,mer.For general guidance .� � re ardin fabncation, uali control,stora e delive erection and bracin consult ANSUTPI 1 °� �� g g q ty g ry g Quality Criteria,DSB-89 and BCS[1 Building I� Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madisoq W I 53719 theTRU5SG0.IN�. Page 20 of 28 Job Truss TrussType pty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET E3 MONO HIP 1 1 Job Reference(optional) The Truss Co./Tri-County Trvss,Sumner WA/Eugene OR/Buriington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:11 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-tecNYZtYS zlllljm?HGIQeIQoo40XE9LC2GyfzZbG_ -2-0-0 � 3-2-0 4-11-8 ' 2-0-0 3-2-0 � 1-&8 � 4x4�3 Scale=1:14.9 1.5x4 II 4 5.00 12 T2 6 v W� � v z T1 B1 � 8 5 1 3x4= 3x4= � � 4-11-8 4-11-8 Plate Offsets(X,Y): [3:0-1-12,0-2-0� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.03 2-5 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 021 Vert(TL) -0.06 2-5 >963 240 BCLL 0.0' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 CodeIRC2009ITP12007 (Matrix) Weight:191b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals, BOT CHORD 2x4 HF No2 and 2-0-0 oc purlins:3-4. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s):4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erec[ion in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=385/0-5-5 (min.0-1-8),5=185/0-1-8 (min.0-1-5) Max Hoa2=45(LC 5) Max Uplift2=-108(LC 5),5=-26(LC 4) fORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;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 II 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)5 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. i7)Provide mechanical connection(by others)of truss to beanng plate at joint(s)5. S)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b)2=108. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 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)Design assumes 4x2(flat onentation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. � 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 Ib down and 31 Ib up at 33-6 on top chortl,and 2 Ib up � at 2-0-12,antl 1 Ib up at 4-0-12 on bottom chord. The design/selection of such connedion device(s)is the responsibility of others. i 13)All dimensions given in feet-inches-sixleenths(FFIISS)format. I LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:13=�6,3-4=-66,2-5=-14 Concentrated Loads(Ib) Vert:6=-57 7=1 8=0 , �. �� .�� f{� � � � �� },, !y�h4 y+� �,''� . ..�R l' �. `�c^y �ti. . `��.��1 ytiF�� <`.�}-^'. Y. 3/19/13 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 componen[[o 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 dunng construction is the responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� " re>azdin fabncation, uali control,stora e delive erection and bracin consult ANSI/TPI 1 '�"'�"�''� b B 9 �Y B TY K Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Pla[e Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSS��.��.�+. Page 21 of 28 Job Truss TrussType Qb Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET GRD SPECIAL 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:11 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-tecNYZtYS_zlllljm?HGIQeekomu0Va9LC2GyfzZbG_ 3-10-8 � ' 3-10-8 � 5 2 Scale=1:42.6 = T� II W � 6 4 JUS26 3 2x4 I I 4x4= 3-10-8 3-10-8 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.02 3-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code IRC2009(TPI2007 (Matrix) Weight:361b FT=16% LUMBER BRACING TOP CHORD 2x6 HF No2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling direc[ly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD JOINTS 1 Brace at Jt(s):1,2 MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion,in accordance with Stabilizer Inslallation uide. REACTIONS (Ib/size) 4=896/0-4-0 (min.0-1-8),3=896/Mechanical Max Horz4=-157(LC 3) Max Uplift4=-302(LC 3),3=302(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-481/208,2-3=�82l75 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;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)Provide adequate drainage to prevent water ponding. i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)4=302,3=302. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 10)Use USP JUS26(With 10d nails into Girder&10d nails into Truss)or equivalent at 1-11-4 from the left end to connect truss(es)AA(1 ply 2x4 HF) to front face of bottom chord. 11)Fill all nail holes where hanger is in conlact with lumber. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)727 Ib down and 87 Ib up at 1-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)sedion,loads applied to the face of the truss are noted as front(F)or back(B). 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-2=-66,3-4=-14 Concentrated Loads(Ib) Vert:5=-727 6=-778(F) � �: �� ,.�� ?t;S��+¢r � � 'Ci � G; � .�r �! � ��v�;v ,�,�' `�'�'`,��;�r�rr��r�t��,��;��' ��"4'�.t.��' 3/19/13 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAW ING 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. Applicabiliry of design pazametets and proper incorporation of component is responsibiliry of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure s[abiliry dunng construction is the � �,r< responsibility o£the erector.Additional peRnanent bracing of the overall structure is the responsibility of the building designec For general guidaoce t re ardin £abncatioq uali control,stora e delive erection and bracin consult ANSUTPI 1 '�""� ' g g q ty g ry g Qualiry Criteria,DS6-89 and BCS[1 Building Component Safety Informafion available from Truss Plate[nstitute,583 D'Onofrio Dnve,Madison,WI 53719 ��'j,��s��.I�{',,. Page 22 of 28 Job Truss TrussType qty Ply SOUNDBUtLTNWl2853-B/RD SJ303510-WET J3 JACK 3 1 Job Reference(ootionaD The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:12 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-LqAmIvuADHScwuKvKipVqeBzKCBgI_SJZsopU5zZbFz -1-6-0 2-i YB ~ 1-6-0 2-it-8 � Scale=120.3 3 1.5x4 II 8.00 12 W1 T1 2 B1 4 � 1.5x4 II 3x4= 2-11-8 2-11-8 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.18 Vert(LL) -0.00 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.Ot 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 CodeIRC2009(fP12007 (Matrix) Weight:121b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bradng be installed during truss erection in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 2=249/0-3-8 (min.0-1-5),4=73/0-1-8 (min.0-1-8) Max Horz2�3(LC 5) Max Upliffi=-72(LC 5),4=-13(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 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 nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Bearing atjoint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 5)Provide mechanical connection(by others)of Wss to beanng plate atjoint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �� 'I, f 5 � � �= �"�} � �n�� : � r � � v � � �� !4`��5� �.�` �f't� �1� �y� '",�(�//^��IS�'�� ? . � 43#t�<Y I'3 Y✓�� . 3/19/13 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 connec[ors.This design is based only upon parameters shown,and is for an individual building component[o 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 dudng construction is the responsibiliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance �� re ardin fabrication, uali control,stora e delive erection and bracin consult ANS[/TPI 1 ' � B B q b' U ry g Quality Criteria,DSB-89 and BCSI 1 Building �'}•��;TRtTSS{��.��. Component Safety Information available from Truss Plate Institu[e,583 D'(h�ofrio Dnve,Madison,WI 53719 4�, Page 23 of 28 Job Truss TrussType (�ty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET J21 JACK 2 1 Job Reference(optionall The Truss Co./Tn-County Truss,Sumner WA/Eugene OR/BuAington WA,TSE 7.350 s Jul 31 2012 MiTek Industnes,Inc. Mon Mar 18 1823:12 2013 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?Wzch 1 Q-LqAmIvuADH5cwuKvKi pVqeB_HCB91_SJZsopU5zZbFz �--i-�-io �-�-�s 1-3-10 1-1-15 Scale=1:12.3 3 8.00 12 2 T1 61 4 1 3x4= 2-0.0 2-0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2009ITPI2007 (Matrix) Weight:6 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wootl sheathing directly applied or 1-1-15 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REAC710NS (Ib/size) 2=193/0-5-8 (min.0-1-8),4=13/0-1-8 (min.0-1�),3=-18/0-1-8 (min.0-1-8) Max Horz2=54(LC 5) Max UpIifY2=-68(LC 5),3=-18(LC 1) Max Grav2=193(LC 1),4=32(LC 2),3=17(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) � 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 j� chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. I, 5)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)2,3. i6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. � 8)"Semi-ngid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i r i I ....�, � �. �- �.,.: ,('�`�}� . " ,y� ''�,SF�+� � * � � � I y9n9 tx1 � '��a��`�� At_,�` 3/19/13 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 ro insure stability dunng construction is[he responsibility of the erec[or.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regazding fabrication,qualiry control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building }y, Componen[Safety[nformation available from Truss Plate Institute,583 D'Onofiio Drive,Madison,WI 53719 t1.,l�TRUS��r�.1��. Page 24 of 28 Job Truss Tn,ssType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET J22 JACK 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/BuAington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:12 2013 Paqe 1 I D:ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-LqAmIvuADH5cwu KvKi pVqeBzjCB71_SJZsopU5zZbFz -�-s-o �-i i-�i � �-s-o � �->>-ii—� Scale=1:16.4 3 8.00 12 2 T1 B1 � 4 3x4= 2-0-0 r 2_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 0.16 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2009ITPI2007 (Matrix) Weight:7 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross braci�g be installed during truss eredion,in accordance with Stabilizer Inslallation guide. REACTIONS (Ib/size) 2=218/03-8 (min.0-1-8),4=14/0-1-8 (min.0-1-8),3=24/0-1-8 (min.0-t-8) Max Horz2=74(LC 5) Max Uplift2=-67(LC 5),3=-11(LC 6) Max Grav2=218(LC 1),4=33(LC 2),3=24(LC t) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Provitle mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feel-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 'r � 4 .� �. �� ,��.. 1;5 J.�,r ;. � i}� c.;�w � , :., � �l.i� ,.� .� � } ��h� � ��1 S'l'k��. �� 3/19/13 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 vettically. 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 dunng construction is the � responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designec For general guidance .��,�� regazding fabrication,quality confrol,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DS6-S9 and BCSI 1 Building }'y.� Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Dnve,Madison,WI 53719 {„�.,L�TRUSS�Q.��. Page 25 of 28 Job Truss TrussType Qty Ply SOUNDBUILT NW/2853-B/RD SJ303510-WET J23 JACK 2 1 Job Reference o tional _ _ The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/BuAington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:12 2013 Page 1 I D:oh LSsP81 UgoyLAGx_Y9P?Wzch 1 Q-LqAmIvuADH5cwu KvKipVqeB_HCB71_8JZsopU5zZbFz -13-10 2-0-0 2-4-15 F 1-3-10 2-0-0 0-4-15 Scale=1:17.3 3 8.00 12 T1 2 B1 1 3x4= 4 2-0-0 r 2_0_0 —� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2009ITPI2007 (Matrix) Weight:S Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 - TOP CHORD Strudural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=50/0-1-8 (min.0-1-8),2=205/0-5-8 (min.0-1-5),4=14/0-1-8 (min.0-1-8) Max Horz2=76(LC 5) Max Uplift3=-19(LC 5),2=-53(LC 5) Max Grav3=50(LC 1),2=205(LC 1),4=33(LC 2) PORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � NOTES (9) 1)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Provide mechanical connection(by others)of truss to beanng plate at joint(s)3,4. 5)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard � I N I 1'' � .��.� k.: ;C�� .. ^.. ��. dt:5 j:�r� ! I � :«. '�' �.r � t��r,v t�' ��i`��tST��`�� a'�fl��' ' 3/19/13 � 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 veRically. Applicability of design parameters and proper inwrporation of componen[is responsibiliry of building designer. Bracing shown is for lateral support of individual web members only. Addi[ional temporary bracing[o insure stabiliry during constcuction is the responsibility of the erectoc Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance � s regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building y,, "�"'°'v`��w Component Safety Information available from Truss Plate Institu[e,583 D'Onofno Dnve,Madison,W I 53719 '�1 J,�TRU,r7��(�,�'�. Page 26 of 28 Job 7n,ss TrussType Qty Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET J24 JACK 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 18�23:12 2013 Pa e 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-LqAmIvuADH5cwuKvKipVqeBybCB71_BJZsopU5�bFz F 2-0-0 3-7-15 2-0-0 1-7-15 Scale=1:20.3 2 8.00 12 T1 1 B1 3x4= 3 2-0-0 i 2-0.0 i LOADING(ps� SPACMG 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 023 Vert(LL) -0.00 1 >999 360 MT20 185/148 � TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a � BCDL 7.0 Code IRC2009ITPI2007 (Matnx) Weight:8lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. , BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=131/0-5-8 (min.0-1-5),2=117/0-1-8 (min.0-1-8),3=14/0-1-5 (min.0-1-8) Max Horz1=67(LC 5) Max Uplift2=-55(LC 5) MaxGrav1=131(LC 1),2=117(LC 1),3=33(LC2) IFORCES pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS pow-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. 5)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)2. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard f�� , �.. �� e��. . I i � wb i %"� �3 °� t��n�+ ��,,,`'� ..t;,�;r f ..r S�/ �*x'��J,T d�� `�'�'Y � I{�j�� I � � I 3/19/13 � 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 ve�tically. Applicability of design parameters and proper incorporation of componen[is responsibiliry 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 o£the overall structure is the responsibility of the building designer.For general guidance =�� regarding fabrication,quality control,stora�e 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 '��'],�TR��{MQ,�N{r',. Page 27 of 28 Job Truss TrussType Qty Ply SOUNDBUILT NW/2853-B/RD SJ303510-WET J42 JACK 1 1 Job Reference(optional) The Trvss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 1823:12 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-LqAmIvuADHScwuKvKipVqeBzjC9Vl_8JZsopU5zZbFz -i-e-o �-i�->> � t_6_0 — I �-it-�t ' Scale=1:16.4 3 8.00 12 Z T1 B1 4 1 3x4= 4-0.0 4-0-0 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2009lTPI2007 (Matrix) Weight:10 Ib FT=16% LUMBER � BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puAins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=232/03-5 (min.0-1-8),4=27/0-1-8 (min.0-1-8),3=24/0-1-5 (min.0-1-8) Max Horz2=74(LC 5) Max Uplift2=-59(LC 5),3=-11(LC 6) Max Grav2=232(LC 1),4=66(LC 2),3=24(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. I NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.Bpsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS pow-rise)gable end zone;cantilever left and right exposetl; end vertical lefl and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load no�concurrent with any other live loads. 3)'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. 4)Provide mechanical connection(by others)of truss to beanng plate at joinrys)4,3. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard I �� - �� „��. :1.5�.f1 e t� :.. � ,� '� -� »�'� !_��i5� � � � ��f,4T��`�e�� A��'� 3/19/13 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 desi�er. Bracing shown is For lateral support of individual web members only. Additional temporary bracing to insure stabiliry dunng construction is the responsibility of the erectoc Additional pertnanent bracing of the overall structure is the responsibility of the building designer.For general guidance � re azdin fabrication, uali control,stor e delive erection and bracin consult ANSI/TPI 1 ° ��" g g q ty ag ry g Quality Criteria,D5B-89 and BCSI 1 Building Component Safety Informafion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W[53719 '��"�,�,��5�(r{�,��!�, Page 28 of 28 I Job Truss 7russ7ype Qb Ply SOUNDBUILTNW/2853-B/RD SJ303510-WET J44 JACK 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA,TSE 7.350 s Jul 31 2012 MiTek Industries,Inc. Mon Mar 18 18�23:13 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-p1 k8zFuo_bDTX2v5tQKkNrj84bWsUROSoWYMOXzZbFy 1-6-0 3-it-it ~1-6-0 3-11-17 Scale:1/2"=1' 3 8.00 12 T1 2 B1 � 4 3x4= 4-0.0 4-0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 360 MT20 185/148 TCDL 8A Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 CodeIRC2009/TPI2007 (Matrix) Weight:131b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed l during truss eredion in accordance with Stabilizer Installation guide. � REACTIONS (Ib/size) 3=101/0-1-8 (min.0-1-8),2=283/03-8 (min.0-1-6),4=27l0-1-8 (min.0-1-8) Max Horz2=110(LC 5) Max Uplift3=-45(LC 5),2=-55(LC 5) Max Grav3=101(LC t),2=283(LC 1),4=64(LC 2) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) �� 1)Wind:ASCE 7-05;85mph;TCDL=4.Bpsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS pow-rise)gable end zone;cantilever left and nght exposed; � end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the botlom 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. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 5j Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard t� I y� �� I .. .��. � �.,'S j.�r� . � ��r � L., ..+ � � '� / � ,� (�� y 1.� � `<��;1�"�'��,tf��y� I ��.�-.��{'"� 3/19/13 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. Applicabiliry 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 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 fabrica[ioq quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component SaTety Informafion available from Truss Plate Institute,583 D'Onofno Dnve,Madison,WI 53719 theTRUS�{�..�.��'�..